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Home My WebLink AboutTrussDate Received at PFS: F�S' IBC Transmittal No. ( PFS): pl;� Project No. (bb y PFS): ADDITIONAL OR MODIFIED ACCEPTANCE (MODULARS/PANELIZED) This form is to be used only when the manufacturer is seeking acceptance of an additional model, modified model or model name change which uses a previously accepted building system. Current PFS Building System Acceptance #: 1391 Model Name/ No. 6233-MA Manufacturer's Name: Champion Home Builder's (dba Skyline Homer Ocala FL Plant(s) at which model will be produced Check One: ✓ NEW MODEL Revised Model* TECHNICAL DATA Floor Plan Showing: Braced Wall Method or Shearwalls Building Size (LxW Dimensions) Room Sizes, Light & Ventilation Schedule Exit Requirements Electrical Outlet Spacing & Smoke Detector Location of Labels & Data Plates Use Group, Type Const., Total Sq.Ft. Area Plumbing System Design or Reference No. ( Sheets 7 - 8 Heat Loss Calculations or Reference No. ( 1 HVAC/Furnace Size/Model No. ( Field supplied heat pump Thermal Performance Calculations or Reference No. ( Sheets 11 A - 11 F Electrical Load Calculations or Reference No. ( Sheet 4D Service Size and Location ( 200 Amp / Utility Applicable Building Codes See Sheet 1 Submit model to the followingstates: Florida *Description of Modification: Conforms Yes No N/A ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ Requested by: Edward Weber Date: (designer) 10-10-19 For PFS Use Staff Plan Reviewer IBC Certification #: Structural Calculation(s) Reviewed By: P.E. #: Remarks: Date: Date: .(1) copy sent to IBC within 15 days of approval. VERBAL APPROVAL GIVEN By Whom: To Whom MODEL WAS DEVIATED Revision Number: Date: THIS FORM SHALL BE FILLED OUT COMPLETELY WITH EACH MODEL ACCEPTANCE OR MODIFICATION PRIOR TO SUBMITTAL TO PFS. \forms\form-m Rev 05/13/08 mb DRAWING INDEX No. DESCRIPTION 1 Coversheet 2-2A Elevations 3 Floorpian 3C Door& Window Schedule 3C Fastening Schedule 4 Electrical Plan 4C Electrical Legend 4D Electrical Specifications 5 NIA 6 Cross Section 7 Drain Line 8 Water Line 9 N/A 10 HVAC Plan 11 Energy/HVAC Specifications 11A-11F Energy Compliance Reports 12 Wall Sys. - Framing 12A Wall Sys. - Ext. Wall Bracing 12B Wall Sys. - Other Details 13 - 13.1 Roof System 13A Roof System - End Overhangs 13B Roof System - Centerbeam 13C Roof System - Other Details 13D Roof System - Penetrations 13E Roof System - Dormers 14 Floor System 15 Fire Separation 16 Product Approval Sheet App. A N/A App. B Structural Calculations SITE INSTALLED ITEMS Note: This list shall not be considered all- inclusive. All site installed items are subject to local code review and compliance. 1) Complete foundation support, sill plate anchorage and tie -down system. 2) Ramps, stairs and general access to the home. 3) Structural and aesthetic Interconnections between modules. 4) Exterior siding and roofing at mating line of modules. 5) Opening (windows, doors, etc.) protection in windbome debri regions. 6) Building drains, dean -outs and hook-up to the plumbing system. 7) Potable water service and main shutoff valve. 8) DWV crossover connections. 9) HVAC equipment and disconnect. 10)HVAC crossover ducts and connections. I1)Portable fire extinguisher(s). 12)Electrical service hook-up. 13)Electrical crossover connections. 14)Hinged potion of roof. Skyline Homes State of Florida Model 6233-MA DESIGN BASIS .%%01 11 111%.,,� O'9G'� Roof Snow Load: Floor Live Load: 20 PSF 40 PSF ��FFP �GEivs �, F •., ]!V: �j!. Wind Speed: Floor Dead Load: No 52231 Vult (3-sec gust) = 160 MPH 10 PSF a Vasd (3-sec gust) = 124 MPH ; STATE OF Roof/Ceiling Dead Load: O , ��i�'A4 Exposure Category: 15 PSF 0 R % C �'�sS�ONA� � �`� Jeffrev T. DESIGN CRITERIA Legault a Codes & Regulations: 2019.10.10 a 2017 Florida Building Code Residential / 14:40:56 2014 National Electrical Code 04'00' 61 G20-3 for Product Approval Minimum Design Loads for Buildings and Other Structures (ASCE 7-10) MODEL DESCRIPTIONS PROJECT LOCATION Ranch: 27282 Sunset Drive m A two module single level home placed on Punta Gorda, FL 33955 W rn a permanent foundation. o m j5 Model No.: Square Footage: 6233-MA 1692 sq. ft. GENERALNOTES 1) All notes pertaining to 'in field", "on site, or "by builder' shall be the responsibility of the general contractor. �! 2) These plans must not be scaled for dimensional reference. All dimension lines and notes supercede any such references. jam 3) 32' wide models actual floor width is 3W4" max. r M 4) State insignia shall be located Inside the electrical panel cover. Data plate and third party labels shall be th located under the kitchen sink in an area that is not readily removable. An additional label (for adjoining ty module(s)) is to be located in the closet (on its longest wall) of the largest bedroom. �O 5) Exterior walls, openings & penetrations shall have a fire separation of not less than 3 feet Homes designed for a site-bullt attached garage shall have the common wall with not less than a 1-hour fire - resistive rating & common door with not less than a 20-minute fire -resistive rating. C 6) If home is destined to be placed in a windbome debris region, precut wood structural panels and -resistant hardware have been supplied for the home owner to install permanent corrosion attachment over window and door openings In the event of a wind storm. The home was built with permanently r installed anchors for attachment of the panels. F 7) Structure has been designed for installation on site -built permanent foundation and is not intended to be installed. W moved, once so 8) This home is NOT approved for High Velocity Hurricane Zone. W1.ry 9) This home will comply with the 2017 Floriday Building Code -Energy Conservation. Ducts shall be pressure F+H tested to determine air leakage per section R403.3.3. 10) If home has less than 3 air changes per hour after blower door test, whole house ventilation (per sections MANUFACTURING DIVISION ENGINEERING OFFICE W ? 1230 SW 10th Street 2520 By Road -Pass Ocala, FL 34478 (608)723-4171 Elkhart, IN 46514 (574)294-6521 V CORPORATE OFFICE 3RD PARTY INSPECT. AGENCY Champion Home Builders, Inc. PFS Corporation 755 West Big Beaver Road, Suite 1000 1507 Matt Pass Troy, MI 48084 Cottage Grove, WI 53527 (248) 614-8200 (608) 839-1013 ai 4 SHEATHING, FLASHING, 154 FELT, LAMINAT FINISH GRADE r NOTES .,,I�f�mu�mmm�lnnnrnn\IL. I■ Ir Ir .'II �_—�__—�__— �nmm...... 16W�.1■Ip.l■Ipa■ppl■I\ipl mni\L.'-------------------------- II�IIIII�IIIII�IIIII�IIIII�111! fI�I1111�11111�I1111�I111I �mm�nnnn■�nnnnn�nti� I■ �i+r"i+ � "�uIIIIIIIIhtllllllulillllrllllllllallllllllllill r�lilllllllllllllllllllllllllllllllllllllllllll III■ �+U�lllill� — ............11lllllillll -- 'In'u " j❑ I i❑i ❑��i ��mnmm�mnnnnmm�� UP : ; FRONT ELEVATION REAR ELEVATION 1. EXTERIOR LIGHTS MAY BE SHIPPED LOOSE FOR ON -SITE INSTALLATION BY OTHERS TO PRE -WIRED BOXES. 2. SIDING FOR ENDS IS SHIPPED LOOSE FOR ON -SITE INSTALLATION BY OTHERS. 3. HANDRAILS, STOOPS, STAIRS, GUTTERS, DOWNSPOUTS, AND SPLASH BLOCKS ARE FURNISHED AND INSTALLED BY OTHERS IN ACCORDANCE WITH STATE AND LOCAL CODES. 4. ELEVATIONS ARE SHOWN WITH A 3/12 ROOF PITCH. 5. SHUTTERS ARE OPTIONAL ON ALL MODELS. 6. SIDING IS SHOWN AS VINYL LAP. OTHER PROFILES.ARE AVAILABLE. INSTALL SIDING PER MANUFACTURERS INSTRUCTIONS. 7. BOTTOM ROW OF SIDING MAY BE SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS. & SEE FLOOR PLAN &WINDOW SCHEDULE FOR WINDOW SPECS. 9. ATTIC -ROOF VENTILATION SHALL BE 11300 OF ROOF AREA WITH UPPER HALF PROVIDING 40% MIN. (AND NOT MORE THAN 507) OF VENTILATION ,N T. LE No 52231 9 : ; iz STATE OF : 4/ 41. A cc �4 a R.I. p .N •,''SdfONAE�C��. Jeffrey T. -12" O.H. Legault �g�2019.10.10 r 14:40:14 -04'00, IYL LAP SIDING SHEATHING, FLASHING, TE SHINGLES TYP 3 FINISH GRADE z \ Roof Ventilation Calculation: Attic Area = 1698.7 sq. ft. Req'd Ventilation = Attic Area x 1/300 = 5.66 sq. ft = 815 sq. in. total Ridge vent requires 326 sq. in. min. - 407 sq. in. max.; balance to be located in sidewall soffit. (Ridge vent net free area =18 sq. in. / ft. Soffit vent net free area = 4.8 sq. in. / ft.) a Ridge vent to be 19' min. - 22' max. and sidewall soffit to be fully vented. r<iun i LLLVH IIUIV SHEATHING, FLASHING, 15Q FELT, LAMINATE SHINGLES TYP. NOTES: LEFT ELEVATION 1. EXTERIOR LIGHTS MAY BE SHIPPED LOOSE FOR ON -SITE INSTALLATION BY OTHERS TO PRE -WIRED BOXES. 2 SIDING FOR ENDS IS SHIPPED LOOSE FOR ON -SITE INSTALLATION BY OTHERS. 3. HANDRAILS, STOOPS, STAIRS, GUTTERS, DOWNSPOUTS, AND SPLASH BLOCKS ARE FURNISHED AND INSTALLED BY OTHERS IN ACCORDANCE WITH STATE AND LOCAL CODES. 4. ELEVATIONS ARE SHOWN WITH A 3/12 ROOF PITCH. 5. SHUTTERS ARE OPTIONAL ON ALL MODELS. 6. SIDING IS SHOWN AS VINYL LAP. OTHER PROFILES ARE AVAILABLE. INSTALL SIDING PER MANUFACTURERS INSTRUCTIONS. 7. BOTTOM ROW OF SIDING MAY BE SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS. B. SEE FLOOR PLAN & WINDOW SCHEDULE FOR WINDOW SPECS. 9. ATTIC -ROOF VENTILATION SHALL BE 1/300 OF ROOF AREA WITH UPPER HALF PROVIDING 40% MIN. (AND NOT MORE THAN 507) OF VENTILATION SHEATHING, FLASHING, 15# FELT, LAMINATE SHINGLES TYP. :• No 52231 ••: *� �90; STATE OF :4U 1.41 I -I ``� Jeffrey T. Legault I AyF,p A 2019.10.1 e �J 0 14:39:39 -04'00' Roof Ventilation Calculation: Attic Area=1698.7 sq. ft. Req'd Ventilation = Attic Area x 11300 = 5.66 sq. ft = 815 sq. in. total Ridge vent requires 326 sq. in. min. - 407 sq. in. max.; balance to be located in sidewall soffit. (Ridge vent net free area =18 sq. in. / ft. Soffit vent net free area = 4.8 sq. in. /ft.) Ridge to be 19' 22' soffit to be fully vented. vent min. - max. and sidewall N 1.) Required glazing area is 8 capable of producing 6 footcandles of illumination over room area. 2.) Natural light and vent may be shared between adjacent rooms per the following requirements: - One half the common wall area is open and unobstructed. - The opening is equal to at least 10 - The opening is equal to at least 25 square feet. 3.) The floor plan may be reversed in either direction, in part or in its entirety. 4.) Attic access is required when attic area has a vertical height of 30 inches or greater. Attic access opening shall not be less than 22" by 30" and shall be located in a hallway or bedroom closet. Weather strip and insulate access hatch to match surrounding construction. 5.) Egress windows are required in all bedrooms. 6.) Interior doors to bathrooms or closets to be 28' min. Interior doors to bedrooms, dens, utility rooms, kitchens, etc. to be 30' min. 7.) Any window within a 24" radius of a door shall be safety glazed. B.) Any window installed in a tub or shower enclosure shall be safety glazed (unless the window is 60" or more above the floor of the fixture). 9.) Where space for a clothes dryer is provided, an exhaust duct system. shall be installed. ® - EXTERIOR WALL BRACING PER SHEET 12A ** _RETURN AIR GRILL 0- = 1190 LB MINIMUM HOLD-DOWN = 1560 LB MINIMUM HOLD-DOWN ***-29" MIN. CLEAR OPENING ........... �' No 52231 7-pt STATE OF Oct` �4 0 R 1 O P, i�'�Sis'ON A; JeffreyT. g Legault 2019.10,10 14:39:06-04'00 t 56' WINDOWS DESIGNATED 10'�6'-8" 1 19' 1 10' 10'-4" V ARE AT LEAST 5'-0" ABOVE THE 5'-6' 5-3' © z1'-a' ® 12'-4" TUB / SHOWER FLOOR. PT i F KITCHEN / DINING — NET AREA=320.73 if, r — — — — - 3 MIN. LIGHT=25.66 if. I �---� I LN I UTILITY y� BEROOMMIN. VENT=12.83 s.f. NET LT� 10 — MIN. GH10 2 s2649 L O MIN. VENT=5.06 if. BATH I NE AREA=102.87 s.f. I MIN LIGHT=ART. LIGHT I N. VENT=FAN I W/�{ 0 ACCESS :)ta I LN W/H I AIR PT I HANDLER OO II II I L---J 4-2x4 C� 20@ ---------, ------------------- I MASTER BEDROOM I I NET AREA=182,45 s.f. I I LIVING ROOM MIN. LIGHT=14,60 if. I I I NET AREA=28B.78 &L I MIN. VENT=7.30 if. I rt- I I MIN. LIGHT=23.10 &I I I I I I I I MIN. VENT=11.55 if. I I I I I I I II L1 I I I I I 7 \ \ ---4- I EGRESS I I 13'-'7 ® - ® 3'-1° _ "�_ - 13' 4 4' 4" 21'-4" *** 11 0 I' Ifl IAf t BEDROOM NET AREA=110.45 if. MIN. LIGHT=8.84 if. MIN. VENT=4.42 if. 4'-7' ' 4'-11' M 1` No 52231 . * Z IF 9. STATE OF' �/Z %0 c�S�<OR1pF .,�S1 01oNA1 ,�P,,� e ray . D A Legault a r ,�9VQ 2019.07.24 ��, 444 16:08:32 04'00' s R Single hung windows are Kinro 9750 series. All windows, glass doors and skylights to be labeled as conforming to ANSUAAMA 101/I.S.2 or TAS 202. All windows and doors shall have a min. Design Pressure (DP) rating of 45. Install per their manufacturer instructions. Basements and every sleeping room shall have at least one operable emergency rescue or exterior door opening of 6.7 sq. ft. (20" min. width, 24" min. height) and shall have a sill height of not more than 44" above the floor. W a Doors and windows may be moved if egress and light and ventilation requirements are met. Additional doors and windows may be added to the floorplan, their does that in the provided area not exceed shown energy calculations. Where the opening of an operable window is located more than 72" above the finished grade or surface below, the lowest part of the dear opening of the window shall be a mnimum of 24" above the finished floor. An acceptable alternate is W documentation from the builder indicating that the home will be installed in a manner that assures the window openings are less than 72" above finished grade or surface below. Skylight (# 8 $) sizes vary from 16" x 32" to 24" x 48". Rough opening sizes will vary from 14-1/2' x 30-1/2" to 46-1/2" to 22- 1/2" x 46-112". U 7�7 Z W [� y o A H 12 maz gym" O ��6 \A z T M W' dow Sch d 1 Code Width Height Rough Opening Mfgr. Type Remarks 14" 40" 14-1/4" x 40-1/4" Kinro Vinyl -Sin le Hun 30" 27" 30-1/4• x 27-1/4" Kinro Vinyl -Single Hung 30° 40" 30-1/4' x 40.1/4" Vin -Single Hung 14° 60" 14-1/4" x 60.1/4" Vinyl -Single Hun 30' 60" 30-1/4° x 60.1/4" Vinyl - Sin Single Hung 36' 60" 36.1/4' x 60-1/4" Vin-Single Hung Eross46-114" 40" 46-1/2° x 40-1/4' rKn Vinyl - Single Hun20-1l2"20-1/2' 20�/4° x 20-3/4• Octagon -Vinyl, Fixed, Acrylic 14" 72" 14-1/4• x 72-1/4" Vinyl -Fixed30" 36" 30-1/4" x 36-1/4• Vinyl - Sng. Hun 46" 15" 46-114° x 15-1/4' Kinro Vinyl -Fixed 72" 15" 72-114" x 15-1/4° Kinro Vinyl -Fixed 24" 27° 24-1l4' x 27-1l4' Kinro Vinyl -Single Hung 46-1/4" 36" 46-1/2' x 36-1/4" Kinro Vinyl -Single Hung 31.3i4" 7�/4" 3Y x 8" Kinro Vinyl -Fixed 30° 12" 30-114• x 12-1/4° Kinro Vinyl -Fixed, Acrylic 46-1/4" 60" 46-1/4' x 60.1/4' Kinro Vinyl -Single Hung Egress 36" 12" 36-1/4' x 12-1/4' Kinro Vinyl -Fixed 46° 12° 46-1/4' x 12-114" Kinrit o Vinyl -Fixed varies varies varies -see below Wasco E-class, flat lass Door Schedule Code Width Height Mfgr. Type Remarks 34' - 80° Thermo-Tru Insulated Core 38° 80° Thermo-Tru Insulated Fire Rated 72" 80° Kinro Vin I Insulated Slider 38° 62' Thertna-Tm Insulated Core 75° 82• Thenna-Tru tri French Doo Li ht &Vent Schedule Code Single Hun Windows Double Hun Windows Doors Light ft^2 Vent ft^2 Light ft"2 Vent ft"2 Light ft^2 Vent ft^2 A 2.48 1.30 B 3.90 1.90 - - - - C 6.28 3.14 - - - - E 3.92 2.08 - - - - G 9.95 5.03 - - - - I 1z.2o s.1a J 10.08 4.97 Q 5.55 2.78 T 3.01 1.48 - - - - U 8.91 4.37 X 15.97 7.98 - - - 5 - - - - 31.19 15.65 7 18.0 16 Fastening Schedule Ceiling/Roof: /Roof: Building Element Element Fastener Size & e Number ors spacing Simpson H2.5T Tie 8dx1-1/2" nails 5 per end, every truss Edge Rail to trusses 16Ga.x7/16"x2-1/2" staples 3 per truss Underlayment Metal/plastic cap nails 12" o.c. at center / per Table R905.1.1 6" o.c. at ends Shingles 12Ga. galy. roofing nails, 3/8" dia. Per manufacturer's Installation 1/2" or 5/8" Ceiling Gypsum Foamseal F2100 or Alphaseal 5200 Continuous along each truss 1!2" or 5/8" Ceiling Gypsum #8x1-1/2" type W or S screws 12" o.c. direct (optional) 7/16" or 1/2" roof sheathing Sd ring shank nails (0.113" min. 4" o.c. edges / 6" o.c. inter. shank dia., 2" min. length) Trusses to wall plate 16d nails or#8x3-1l2" screws 3 (toe-nailed/screwed) Ridgebeam to wall plate 16d nails or #8x3-1/2" screws 16" o.c. (toe-nailedlscrewed) Interior or Exterior Walls: Interior or Exterior Walls: Building Element Fastener Size &type Number or spacing Sole plate to floor 8 16d nails 10" o.c. (direct @ floor, top plate to roof toe -nail @roof) Sole plate to floor 8 top 3 -16d nails 16" o.c. (direct @floor, plate to roof, braced walls toe -nail @roof) Sole plate or 12d nails or 3 nails per stud or top plate to studs 15Ga.x7/16"x2-1/2" staples 5 staples per stud Double top plate and 10d nails Or 2 nails or staples 24" o.c. double studs 15Ga.x7/16"x2-1/2" staples Multiple header members 16d nails or 16" o.c, each edge w/ 1/2" spacers 15Ga.x/16"x2-1/2" staples Corner studs 1od nails or 15Ga.x7/16"x2-1/2" staples 24" o.c. direct Stud to header Or Sill 16d nails or 15Ga.x7/16"x2-1/2" staples 4 nails or 5 staples (direct) (5 nails or 7 staples @sill) 1/2"gypsum wallboard 1-5/8" gypsum nails or nails 8" o.c. to framing 1-1/4" long type W drywall screws 1/2" gypsum wallboard to 0.045"x0.030"x1l4"x1-1/4" staples 6" o.c. at edges framing (optional) 12" intermediate 7/16" plywood panel t0 framing gd box (0.113" x 2-1/2") nails See Sheet 12A Wall Insulation to framing 19Ga.x1/8"x1/2" staples or adhesive 2 within 6" of top edge Vinyl siding to sheathing Per Florida Product Approval report &installation instructions and manufacturer's installation instructions; whichever is more stringent. Soffits Roof truss to endwall plate 16d nails or #8x3-1l2" screws 16" o.c. (toe-nailed/screwed Floor: Building Element Fastener Size $ type Number or s acing 2x21edger to Center Girder 15Ga.x7l16"x2-1/2" staples &glue 4" o.c. Band joist to floor joist 8d nails or 15Ga.x7l16"x2-1/2" staples 4 nails (direct or toe -nail) 5 staples (direct) Multiple joists Bd nails or 15Ga.x7/16"x2-112" staples 32" o.c. top 8 bottom, staggered. 2 nails at ends 8 splice 19132" floor sheathing 15Ga.x7/16"x1-3/4" staples 8 glue 3" o.c. edges Notes: 1) Smoke alarms (conforming to UL 217) ceiling mounted and installed on o dedicated unswitched 15—amp circuit and are interconnected. 2) All electrical wiring to be in compliance with the National Electrical Code (Model year per state codes & regulations). 3) Exterior light boxes are wired and light shipped loose for field installation. Exterior lights shall be listed for use in wet locations. 4) Non—metallic sheathed cable shall be secured at intervals not exceeding 4'-6" and within 12' from all cabinets or boxes. 5) Non—metallic sheathed cable passing through framing members within 1-1/4' of the edge of such framing member shall be protected with 1/16" (min.) thick steel bushing. Cables passing through notches are protected with 1/16" (min.) thick steel plates. 6) All factory —installed wiring is to be copper. 7) Electrical service to be grounded in field by others after circuits have been completed according to local authority having jurisdiction. 8) Circuits supplying outlets in all dwelling rooms (except for outdoors, bathrooms, garages and unfinished basements) shall have Arc —Fault Interrupter (AFCI) protection. 9) See sheet 4C for electrical legend 10) See sheet 4B for typical panel board and electrical load calculation. 11) For units intended for installation of a site built attached garage, install 2 additional boxes on the garage side of the exterior wall. One box to be serviced by a 15—amp general lighting circuit. The other to be serviced by a 20 amp dedicated circuit. The 20—amp circuit shall be GFCI protected. The 15—amp circuit is for garage lighting, and the 20—amp circuit is,for garage receptacles. 12) Electrical circuits which crossover unit mating lines must be spliced in a Junction box. All circuits that crossover shall be clearly identified 13) Bath, exterior and kitchen countertop receptacles shall have GFCI protection. 14) Kitchen countertop receptacles shall be supplied by not less then two 20—amp circuits. They shall be located not more than 20" above the countertop. Island and peninsular receptacles are permitted to be mounted not more than 12" below the countertop and where the countertop extends not more than 6" beyond its base. 56' 10' SA" 19'- fl r��i J • lc o N © , o KITCHEN 9e Q ilia U v>�r`� Chi \ ®'sA/cM I I/ I ly I I , I MASTER if1 n BEDROOM µ I I \ \ I I ! F------------------� I I I I I I I I I � I I I LIVING ROOM I I �------------------��\ Ir 15) All electrical equipment and conductors shall be listed or labeled by a notionally recognized testing laboratory and in combination with listing and labeling shall be suitable for location and use. 16) Boxes used to support ceiling fans shall be listed for such use. 17) Carbon Monoxide Alarms (conforming to UL 2034) are installed on an unswitched 15—amp circuit, (or be battery operated) and located outside of each separate sleeping area. 18) Hallways of 10 feet or more in length shall have at least one receptacle outlet. 19) Balconies, porches and decks require a receptacle outlet when the area is 20 square feet or greater. 20) A switched receptacle outlet ccnnoot be counted towards the minimum spacing of outlets. The outlet may be counted if only one outlet of the duplex receptacle is switched. 21) Exterior receptacles must be listed as weather resistant in addition to being listed for wet locations. (Weather resistant includes UV protection.) 22) Listed tamper —resistant receptacles are required for all 120 volt, 15 & 20 amp receptacles in dwelling units. 23) A minimum of one communications outlet shall be installed and cabled to the provider service point. 24) The service disconnecting means shall be installed at a readily accessible location either outside of the home or inside nearest the point of entrance of the service conductors. 25) A receptacle for a cord —and —plug connected range hood shall be supplied by an individual branch circuit. —10' 1 1 DINING II 1 BEDROOM I II II I II II I i i SAD FI 3 \ 1 \1 \ A® I, , BAITNI 0 i BEDROOM — — — 3 3 `1 ' '' L WA1ERpR0aF y' & 9 I ' CARBON MONOXIDE DETECTOR REQUIRED ONLY WHEN FUEL -BURNING APPLIANCE IS INSTALLED I—13'-4" 1 4'-4° 1 21'-4" i 5'-4"---L II'-B"� * No 52231 STATE OF :4u�� Legault TIK 2019.10.1 14:38:28 -04'00' N �O N w U 0-- DUPLEX RECEPTACLE 0===— CEILING TRACK LIGHT Q�, ELECTRIC RANGE RECEPTACLE ® FLUORESCENT STRIP LIGHT DRYER RECEPTACLE Fj - RECESSED CEILING I-- - - - J FLUORESCENT LIGHT RECEPTACLE, G.F.I. PROTECTED ► PHONE JACK a 1p WATER PROOF RECEPTACLE G.F.I. PROTECTED ® SPEAKER OF BELOW FLOOR RECEPTACLE Y WALL MOUNTED STRIP LIGHT C� SINGLE SWITCH CEILING MOUNTED JUNCTION BOX DOUBLE SWITCH ❑ CROSS -OVER JUNCTION BOX TRIPLE SWITCH O WALL JUNCTION BOX �} CEILING MOUNTED LIGHT m SERVICE ENTRANCE PANEL PULL CHAIN CEILING LIGHT b THERMOSTAT SWITCHED WALL LIGHT ®FURN FURNACE + WALL MOUNTED LIGHT OSv WALL MOUNTED VENT FAN Oy CEILING VENT FAN ®SA SMOKE ALARM CEILING LIGHTED VENT FAN d POWER RANGE HOOD QT SWITCH/RECEPTACLE COMBO Q^ 3-WAY SWITCH DIMMER SWITCH ®w/R WATER HEATER O" FURNACE SAFETY SWITCH ❑N TELEVISION JACK ® CM/SA CARBON MONOXIDE/SMOKE ALARM RECESSED LIGHT ORv WHOLE HOUSE VEN11LA110N ELECTRICAL LEGEND CIRC. # DESCRIPTION AMPS WIRE SIZE 1 GENERAL LIGHTING 15 14/2 w/grd * 2 GENERAL LIGHTING 15 14/2 w/grd * 3 GENERAL LIGHTING 15 14/2 w rd * 4 GENERAL LIGHTING 15 14/2 w/grd * PORTABLE APPLIANCE 20 12/2 w/grd PORTABLE APPLIANCE 20 12 2 w/grd PORTABLE APPLIANCE 20 12/2 w/grd Pa LAUNDRY 20 12/2 w/grd GENERAL LIGHTING 15 14/2 w/ rd ELECTRIC RANGE (SEE NOTE #4) 11 COOK TOP 7 KW MAX. 1 30 1 10 3 w/ rd 12 ELECTRIC OVEN 3.7 KW MAX. 20 12/3 w/grd 13 ELECTRIC W H SEE NOTE 3 14 FURNACE FAN (GAS & OIL) 1 15 1 14/2 w/grd 15 ELECTRIC FURNACE/BASEBOARD HTR (SEE NOTE #4) 16 AIR CONDITIONER (SEE NOTE #4 17 CLOTHES DRYER 30 1013 w/grd 18 DISH WASHER 15 14/2 w/grd 19 HEAT LAMP 1600 WATT MAX. 15 14/2 w/ rd 20 HEAT LAMP 800 WATT MAX. 15 14/2 w/grd 21 EVAPORATIVE COOLER 15 14/2 w/grd 22 EVAPORATIVE COOLER 15 14/2 w rd 23 TRASH COMPACTOR 15 14/2 w/grd 24 MICROWAVE OVEN/GAS/MICROWAVE 15 20 14 12 2 w rd 25 FOOD FREEZER 15 14/2 w/grd 26 RECIRCULATING WATER TUB 20 12/2 w/grd 27 BATH GA RECEIPTS 20 12/2 w rd 28 ELECTRIC FURNACE/AIR HANDLER 60/25 4/10/2 w/grd 29 GENERAL LIGHTING 15 14/2 w/grd 30 GENERAL LIGHTING 15 14/2 w/grd 31 PORTABLE APPLIANCE 20 12/2 w/grd 32 --- I --- I --- 33 SMOKE/CARBON MONOXIDE ALARM 1 15 1 14/3 w/grd " - 14/3 w/GRD. @ THREE-WAY SWITCH APPLICATIONS ELECTRICAL CIRCUITS Jeffrey T. q Legault 2C".O.24 16:07:01 -0 FP Gy �i ENSF•:G��: .: No 52231 10 cc 9 STATE OF ,4u NOTES: S�ONAi-Ill E?+`+ 1.) WHERE UG4HTS (OPTIONAL.) ARE INSTALLED IN THE HDME, THE ROOM SNITCH WILL BE CONNECTED TO THE CEILING LIGHT IN PLACE OF THE RECEPTACLE SEE ELECTRICAL LAYOUT FOR THIS OPTION. 2.) JUNCTION BOX ON EXTERIOR WALL MGUNONG HEIGHT IS Ir. LABEL WIRES TO INCLUDE CIRCUIT NUMBERS WIRE NUT LOOSE ENDS. 3.) CIRCUIT �3 ELECTRICAL W/H REQUIREMENTS: 20 GALLON 120Y 1920 WATTS MAX 20 AMP 12/2 r/99rd 30/40 GALLON 240V 45DO WATTS MAX 25 AMP 10/2 r/gd. 3D/40/50 GALLON (snje dement) 240V 3500 WATTS MAX 20 AMP 12/2 r/gd. (SEES SPECS FOR SIZE AND TYPE OF W/H) 4.) OR TO EQUIPMENT INSTALLATION REQUIREMENTS FOR WIRE SONG & AMPERAGE RATINGS. 5.) OUTDOOR RECEPTACLE SHALL BE PROTECTED BY WEATHERPROOF ENCLOSURES AND SHALL BE WTH GFCI PROTECTION. THIS TYPE OF RECEPTACLE IS SHOWN ON EACH FLOOR PLAN NTH 'WP' SYMBOL RECEPTACLES WITH 'Br SYYBOL ARE INSTALLED UNDER FLOOR WITH WEATHERPROOF ENCLOSURES. 6.) DEDICATED CIRCUIT NOT PROVIDED FOR WINDOW A/C UNITS. MAX. NO. COND.=VOL. OF BOX -(NO. OF DEVICES x A) - (BOX CLAMP x A) - BxA - CA A CALC TO DETERMINE MAX. NO. OF CONDUCTORS A=2.0 IF 14ga WIRES A=2.25 IF 12ga WIRES 8=1 FOR ALL GROUND WIRES, C=1 FOR YOKE w w o w m C_� MAX. # OF COND. IN OR OUT OF BOX - NOT INCLUDING GROUND WIRE 14ga 12ga DESCRIPTION SIZE IN3 ROUND 1 3/43 1/2 dia. 11.5 0 1 2 2 SINGLE 1 3 4x2 9/320 1/2 12.0 1 1 2 1 ROUND 2 1/80 1/2 dia. 14.0 0 1 4 3 SINGLE 2 3/42 3/8x3 5/16 16.0 1 0 5 4 DOUBLE 1 dev. 1 3 4x4 1 16x3 1 4 16.0 1 1 4 3 DOUBLE 2 dev. 1 3/44 1/160 1/4 16.0 2 1 3 2 SINGLE 3 5/16x2 3 8x3 5/16 18.0 1 0 6 5 SINGLE 2 11/16x2 1/40 3/4 18.0 1 0 6 5 METAL HB 18.9 0 1 6 5 ROUND 2 7/80 1/2 dia. 20.5 0 1 7 6 METAL HB 24.0 1 1 B 6 DOUBLE 2 1 4x4 1 2x3 5/16 25.0 2 1 7 6 DOUBLE 2 11/16x4x3 1/2 32.0 2 1 11 9 TRIPLE 2 1/2x5 15/160 5/16 37.0 3 1 12 10 METAL JB 4x4x4 60.0 0 1 1 27 23 METAL JB 6x6x6 207.0 0 1 1 100 89 BOX SIZING U,L. listed distribution panelboard. Pictoral only, actual configuration may vary. Typical circuit breakers. See sheet 4C disconnect - 150 AMP or 200 AMP Neutral bus bar bus bar Notes: 1. A metal underground water pipe that Is in direct contact with me earth for 10 feet or more shall be considered as a grounding electrode. An electrode encased by at least 2 inches of concrete, looted horizontally near the bottom or vertically and within a footing that Is In direct contact with the earth, consisting of at least 20 feet of one or more electrically conductive mated steel reinforcing bars of not less Pan 112 inch diameter shall be considered as a grounding electrode. 2. An intersystem bonding termination for connecting intersystem bonding and grounding conductors required for other systems shall be provided external to enclosures at the service equipment and at the disconnecting means for any additional buildings or structures. It shall be accessible for connection and Inspection and have the capacity for connection of not less than three Intersystem bonding conductors. Feeder noway. Rigid nonmetallic Conduit 1-1/2' min. at 150 AMP. Field install 4 wire service entrance conductors to distribution paneiboard. Use 75 degree 2' min. at 200 AMP. C rated conductors (type RH, RHH, RHW, w/o covering THIN or XHHW). At 150 AMP service - 2-110 (AWG), 1-#1 (AWG) w1#6 ground. To Service 4 At 200 AMP service -2-310(AWG), 1-1/0(AWG) w1#4 ground. Entrance - Site Installed. TYPICAL PANELBOARD INSTALLATION r o « rvinAol'in'.d• v 7R' hnv rmav 1 DESCRIPTION LOAD WATTS Lighting at 3w/square foot 3 x 2305 6915 Small Appliance 4 x 1500 6000 Laundry Circuit 1 x 1500 1500 Bath & Kitchen Fan - 1.3A+1.9A 3.2 x 120 384 Heat Lamps (800 w each) 2 x 800 1600 Dishwasher - 9A 9 x 120 1080 Disposal - 5A 5 x 120 600 Water Heater 1 x 4500 4500 Clothes Dryer- 24A 24 x 240 5760 Recirculating Tub-12.25A 12.25 x 120 1470 Cooktop 1 x 6700 6700 Wall Oven 1 x 7000 7000 Furnace (Gas or Oil) 12 x 120 1440 Microwave -11A 11 x120 1320 Freezer -12A 12 x 120 1440 Maysabshm. 15.5xwren9a Total Watts: 47709 for Cooktop 8 wefloven. - K 0 First 10KW at 100%, remainder at 40%: 25083.6 watts Air conditioning and cooling: 43.75A at 100%: 10500.0 watts oElectric Furnace at 65 % x wafts: watts U TOTAL WATTS: 35583.6 watts J 2 TOTAL WATTS 1240V: 148.3 amps c 150 AMP SERVICE OK. Minimum Feeder Size: 110 CU at 75 degree C Maysubs5tafa 15.510wrange Total Watts: 47709 for Cooktop 8 wall oven. - First 10KW at 100%, remainder at 40%: 25083.6 watts Air conditioning and cooling: 43.75A at 100%: 10500.0 watts 0 Controls Electric Furnace at 65 % x 25000 watts: 16250.0 watts U TOTAL WATTS: 41333.6 watts o, TOTAL WATTS / 240V: 172.2 amps j 200 AMP SERVICE OK. Minimum Feeder Size: 3/0 CU at 75 degree C Lighting, small appliance and laundry circuits: 14415 watts first 3000 at 100%, remainder at 35%: 6995.3 watts Appliance: Bath & Kitchen Fans: 384.00 watts Heat Lamps: 1600.0 watts Dishwasher. 1080.0 watts Disposal: 600.00 watts Clothes Dryer (at 70%): 4032.0 watts Z Recirculating Tub: 1470.0 watts Cooking units at (70%): 9590.0 watts Furnace (Gas or Oil): 1440.0 watts ti Microwave: 1320.0 watts Freezer. 1440.0 watts TOTAL WATTS: 29951 .3 watts TOTAL WATTS / 24OV: 124.8 amps Minimum Neutral Size: #1 CU at 75 degree C Notes: 1) Use a minimum 150 AMP panelboard. Use 200 AMP panel with an electric furnace. 2)1.112" min. factory Installed feeder raceway for 150 AMP, 2" for 200 AMP. ELECTRICAL LOAD CALCULATION ?* : No 52231 # t O. * it STATE OFoz C O R n Legault lie Tq ( 2019.07.24 d / V 16:06:19 c d -04'00' Roof Flashing: Flashings Shan be Installed at waft and roof intmadcWm, wherever Hera Is a change in mot slope or direction and around roof openings. Where flashing is of metal, the metal Shen be corrosion resistant with a thickness of not less than 0.019 inch (No. 26 galvanized steel). site instal min � lag agates staggered from aide ru aide et 24'— (—) and Wth 3 sgaes W ox: war eadl oNc—. Rmstruct ladpe Con&f—n ridge beam \ ad�Ouss Par Sheet l3B. PE CemGietl Rod Trusses per sheet 13. \ 12 ' 2A9-S 1.6(. 2xa)fasde / Alum. Vented Somt- AmedmazstandardY / Tmsa to exkdorwan fastening per Sheet 13C. Wag Flashing: Approved conasion- eslst mi flashing shaft be applied shingle -fashion in a mannerfo prevent the entry of water Into the wan cov&y or penetration of water to the building structural Gaming components. The fiashhg shag eaten to the surface W the exterior wall finish. Approved flashings shaft be Installed at the foAving locations: 1. Exterior window and door openlgs. 2. the Intersection oftlmmmeys or other masonry constmcgon with frame or stucco wars. 3. Under and at the ends of masonry, wood or metal copings and sins. 4. Continuouslyabove aprojecting wood trim. 5. Where exterior porohes, decks or stairs attach to a wail or floor assembly ofwood-frame conWc an. 8. Al wan an groof ulunlersectbns. 7. Al buiRtin dagutters. Typical WM— \ Typical S. p. Sheet lZ Double 42 SPF 2x10 Pedmetericluder Sheet 14. Cenng Interior flnbh mateiiai Flat m & 31ng shown (may Spray—vapa,b.rrW(vd1 elm be raNalml) perm (max.)—g). Typical Header per Sheet 12. Seappiog per Sheet 138. Typical ademar well fre n ng per Sheet 12. 1913T or SW APA mted (vagemq approved) T&G iiom aheaNvg par Short 14. Streppkg per �J\Typicml maM Supply She.12. HVAC duct (May We. be.¢mead.) 519' x 8-1R- anchor boh Prassuro haatetl era wfd'x3•xlla- (rah.) Plate p.d in —She'. 4'-0'o.a, minter- 31a'aa'(mid.) lag Scows. sunk �Oand fmtlng, handatlon 2a48oAg mlm(FIeN lltubled). 2V m (yp.) Elderfor Finish Material: Roof-Asphaft shingles complying with ASTM D225 or D3462 and tested and bearing a label 'aindicate compliance with AST- D7158 Class H co D3181 Class F. Shingles installed over a double layer gf 154 felt per manufacturers specifications. Wan - Vinyl siding (complying with ASTM D3679) or fiber cement siding (compying with ASTM C1186. Typo A -Grace II) and installed per manufacturers specifications. Rdgev.d-9enjamm Obdy e, - xirdCce Vent X1 a QI16'APA rated (or egenq t ted)mef / h¢aNbg per sheet l3. Sandie roof �appliation Note.: 1) See Skyline Modular Home Installation Manual for typical foundatlbn details & Information. 2) An approved f blockNg)dmfta pping —k (or other approved material) shag be Installed on -site at the floor & tailing maflng line. 3) Madder Insulation shag be covered with a protective material to prevent damage from sunlight, molshure, landscaping operations, equipment maintenance, and wind. slaver oeluwe¢ mor Insulation perShoes 11A-11E. Weir—.W. � Fm .U.'s 'oo wage �ft4i h4., 18'ac) hvwlat mting> IFS=A ter per Sheet 14. 2x10 e2 SPF fbor)olab IV o<. per She. 14. am fm4ng at drawl spa. fort h. S�QkEY No 52231 ,k5 90. STATE OF :�W` JeffreyT. g Leg..Jt 2019.07.24 t % 16:05:18 -04'00 1-124-laede and eddrid, Sf Ane. InsNatbn bellies Nsfaled ldn'.inlein a 1' mIr. ventilation epem above Insulation r mat. sairt, r heStWrIA nit fl mlhh mammal. W W a Won emSino Material It Fasleninm 711a'APA r.ed (or agency lasted) pylvpd shealhlag mrasWtlM per Sheet l2A. WabrAdsr tall ShS. irw Fee— Appwad weather reel,Wd—val t11A- keep flow Shag be epysd overdroeW.g a I xterior wage. -20• mid. (W.) I11SAIr Finish Material: Celina -10 or W"gypsum board complying with AMM C36 and insisted per Sheet 3C. Well -10 gypsum board complying with ASTM C36 and Installed per Sheet 3C. Flame Spread /Smoke Developed Indexes: Wag and coging finishes she. have a flame spread Index.1 net greater than 200 and a smoke- d webped Index of not greater than 450. Flame spread index requirements for finishes shal not appy m trim; m doors and windows or theta flame. NOTES: 1.) Drain lines to maintain 1/4' per fool minimum slope. (1/B' min. slope for 3' piping) 2.) Dram lines ran below floor may be field 'installed. 3.) Any part of the plumbing system installed in the factory must be inspected, tested and approved at the factory. 4.) A minimum of one main 3' vent shall extend outdoors to the open or. 5.) Drain line prying shall be supported 4'-O' o.c. horizontally, and at each story vertically. 6.) Dram lines may be stubbed through floor, and remainder field installed by builder on -site. 7.) Maximum distances from fixture trap to vent is 6' for 1-1/2' line, 5 for 27 line and 12' for 3' line. 8.) Vents through the roof to extend 1 foot above the roof. Every vent extension through the roof shall be not less than 3 inches in diameter. Any increase in the size of the vent shall be a mininum of 1 foot below the roof or inside the wall 9.) Maximum distance from waste outlet to trap we'v is 24'. 10.) Cleanouts shall be accessible. Minimum clearance in front of cleonouts shall be 18' on 3' pipe, and 12' on smaller pipes. Concealed cleanouts shall be provided with an access 11.) Standpipes shall extend a minimum of 18 inches and a maximum of 42 inches above the trap wier. Access shall be provided to an standpipe traps and drains. 12.) Slip pints shall be made with an approved elastomeric gasket and shall be Installed only on the trap outlet, trap inlet and within the trap seal. Fixtures with concealed slip -pint connections shall be provided with an access panel or utility space at least 12 inches in its smallest dimension or other approved arrangement so as to provide access to the slip connections for inspection and repair. 13.) In concealed locations, where piping is installed through holes or notches in studs, joist, rafters or similar members less than 1-1/2 inches from the nearest edge of the member, the pipe shall be protected by steel shield plates. Such shield plates shall have a thickness of not less than 16 Gage and shall cover the area of the pipe where the member is notched or bored, and shall extend a minimum of 2 inches above the sole plates and below the top plates T. Le F(3,q'ii * : No 52231 0 STATE OF �%%�� JeffreyT. Legau 2019.10.10 14:37:58-04'00' TEE LEGEND: VTR = VENT TNRU ROOF. C.O. = CLEANDUT. SAN TEE = SANITARY TEE. LTTY = LONG -TURN T-Y OR COMBINATION WYE w/ 1/8 (45') BEND. TP = TERMINATION POINT. AAV = AIR ADMITTANCE VALVE. SEE MAN. INSTALLATION INSTRUCTIONS. 4 12 r- NOTES: 1) Shut-off valves required at all fixtures, except tubs or showers. 2) Water lines ran below floor may be field installed. 3) Plastic water line piping shall be supported 3'-O" o.c. horizontally, and at each story vertically. 4) Pax water line piping shall be supported 2'-8" o.c. horizontally, and at each story vertically. 5) One anti -syphon type frost -free hose bibb installed standard per home. 6) Water hammer arrestors shall be installed at washer box, ice maker and dishwasher connections per the manufacturer's installation instructions. 7) Maximum flow rates for fixtures are as follows: a) Lavatory or Sink faucet - 2.2 gpm at 60 psi b) Shower head or hand held shower - 2.5 gpm at 80 psi c) Water closet (toilet) - 1.6 gallons per flush B) Water heater shall be equipped with a separate pressure and temperature relief valve or a combination pressure -/temperature relief valve. Bottom fed tank -type water heaters shall have have vacuum relief valve installed. WASHER 9) Inlet to be field installed with shut-off valve. 10) Any part of the plumbing system installed in the factory must be inspected, tested and approved at the factory. 11) Water heaters shall be installed in a galvanized steel pan (having a ^ minimum thickness of 24 Gage), or other pans approved for such use. The pan shall be not less than 1-1 inches deep and shall be of sufficent size to recieve all dripping from the water heater. It shall be drained by on indirect waste pipe (with minimum j inch diameter) per water line TOILET material specifications. The pan drain shall extend full-size and terminate over a suitably located waste receptor or shall extend to the exterior of the home and terminate not less than 6 inches and not more than 24 inches above the ground. — 12) Individual shower and tub/shower combination valves shall be equipped with control valves of the pressure -balance, thermostatic -mixing (or combination) valve types to limit water temperature to a maximum limit of 120 degrees F. The hot water supplied to bath tubs and 1/\\ whirlpool bathtubs shall be equipped with a water -temperature -limiting device to limit water temperature to a maximim of 120 dgrees F. 13) All hose bibbs shall be protected by vacuum breakers and equipped with an accessible slop -and -waste -type valve inside the building. 14) Acess shall be provided to circulation pumps in accordance with the installation instructions. Where these instructions do not specify the location and minimum size of the access opening, a 12-inch by 12- inch minimum size opening shall be installed. Where pumps are located more than 2 feet from the access opening, an 18-inch by 18-inch minimum size shall be installed. A door or panel shall be permitted to close the opening. The access opening shall be unobstructed and be of the size necessary to permit the removal and replacement of the circulation pump. 15) In concealed locations, where piping is installed through holes or notches in studs, joist, rafters or similar members less than 1-j inches from the nearest edge of the member, the pipe shall be protected by steel shield plates. Such shield plates shall have a thickness of not less than 16 Gage and shall cover the area of the pipe where the member is notched or bored, and shall extend a minimum of 2 inches above sole plates and below top plates. 1" INLET W/ CAP & CHAIN SHOWER LAV LAV m SHUT-OFF VALVE T WATER HAMMER ARRESTOR PIPE =3/4- PIPE =1/2I PIPE KITCHEN SINK OPT. DISHWASHER n n APPROVED CONNECTION T/P VALVE W/OVERFLOW WATER HEATER The following hot water piping shall be insulated to R-3 min.: 1. All 3/4' or larger piping. LAV T. *: No 52231 o' * irZ =�9 W? STATE OF : ,0 Jeffrey T. /J/QgyO 2019.1Legault ,A! /7 ^ 9Y 2019.10.10 14:37:30-04'00' TOILET TUB 11 WATER UNE MATERIAL SPECIFICATIONS: Chlorinated polyvinyl chloride (CPVC) plastic pipe - ASTM D-2846, F-441 or F-442 Chlorinated polyvinyl chloride (CPVC) plastic fittings - ASTM F-437, F-43B or F-439 Cross -linked polyethylene (PEX) plastic tubing - ASTM F-877 Cold expansion fittings w/reinforcing rings for PEX tubing - ASTM F-1960 PLUMBING FIXTURE SPECIFICATIONS: Enameled cast-iron plumbing fixtures - ASME A112.19.1 Hand held showers - ASSE 1014 Shower & tub/shower combination control valves - ASSE 1016 or CSA B125 Non -vitreous ceramic plumbing fixtures - ANSI A112.19.9M Plastic bathtub units - ANSI Z124.1 Plastic lavatories - ANSI Z124.3 Plastic shower receptors and shower stall - ANSI Z124.2 Plastic sinks - ANSI Z124.6 Porcelain enameled formed steel plumbing fixtures - ASME A112.19AM Stainless steel plumbing fixtures - ASME A112.19.3M Vitreous china plumbing fixtures - ASME A112.19.2M Water closet flush tank ball cocks - ASSE 1002 Whirlpool bathtub appliances - ASME A112.19.7M Water Hammer Arrestors - ASSE 1010 Water Heater Relief Valves - ANSI 221.22 Water temperature limiting device - ASSE 1070 Water heater pans (listed) - CSA LC3 Vacuum relief valves - ANSI Z21.22 21'-4° Notes: 1) Heat pump to be provided on -site by others. ,, . ,P pluugpr %` EY T. LEA�i,�� * No 52231 •: 9 : 2 �'. STATE OF ••°nm } Legault gzq�kl 2019.10.10 66 44 14:37:01 -04'00' MWaSalleBristol onurnnturrna Engineered System Using v �' Overhead Graduated Flex m Z Ducts w/ Ceiling Diffusers m for Up -Flow Split A/C 8 O 0 BUILDING THERMAL ENVELOPE REQUIREMENTS Building Envelope Item All joints, seams and penetrations. Site -built windows, doors and skylights. Openings between window and door assemblies and their respective jambs and framing. Utility penetrations. Dropped ceilings or chases adjacent to the thermal envelope. Knee walls. Walls and ceilings separating the garage from conditioned spaces. Behind tubs and showers on exterior walls. Common walls between dwelling units. Attic access openings. Rim joists junction. Other sources of infiltration. Notes. a) The building thermal envelope shall be durably sealed to Imit infiltration. The above items shall be caulked, gasketed, weatherstripped or otherwise sealed with an air bailer material, suitable film or solid material. PRESCRIPTIVE COMPONENT EFFICIENCY REQUIREMENTS Climate Zone Fenestration U-Factor Skylight U-Factor Max. SHGC Factor Catlin R-Value Ext. Wall R-Value Floor R Value 1 NR 0.75 0.25 30 13 13 2 0.40 0.65 0.25 38 13 13 Notes. a) Roof/ceiling Insulation is blown cellulose. Install per manufacturer requirements, including density and thickness. The thickness of the blown Insulation shall be Identified by markers that are labeled In Inches Installed at least one for every 300 square feet throughout the attic space. The markers shall be affixed to the trusses and marked with the minimum Installed and settled thickness. The markers shall face the attic access. b) Wall insulation is fiberglass batts. c) Additional or higher insulation levels maybe required for specifcfloorplans. Refer to model -specific energy calculations for required insulation levels. d)'U'values to be determined in accordance NFRC 100 by an accredited, independent labomtoryand labeled and certified by the manufacturer. e) As an altemative to the prescriptive requirements, compliance based on simulated energy performance requires that a proposed design be shown to have an annual energy cost that is less than or equal to 80 percent of the annual energy cost of the standard reference design. 0 R-values listed above are minimums and U-factors listed above are maximums. g) See Sheet 11A-11F for the Performance -Based Compliance Report. General Requirements: 1) Joints, penetrations and all other such openings in the building envelope that are sources of air leakage must be sealed. 2) Recessed lights must be Type IC rated, 3) Vapor retarder with a maximum permeance rating of 1.0 is required on warm -in -winter side of non -vented framed walls and ceilings. 4) Furnace and water heaters when provided are 3rd party listed and labeled and installed per their manufacturer instructions. Manuals for all installed equipment are provided with home. 5) All duct joints, seams and connections must be securely fastened with welds, gaskets, mastics, mastic -plus -embedded -fabric, or tapes. Duct tape is not permitted. Tapes, if used, shall be a metallic type U.L. listed 181A for rigid duct systems 181E for flexible duct systems. 6) Air filters are required in the return air system. 7) Each home shall be provided with one thermostat caple of automatically adjusting the space temperature set point of the largest zone. 8) Main HVAC trunk is 314" U.L. Listed fiberglass rigid duct board. 9) Supply ducts located in attics shall be insulated to a minimum of R-8. All other ducts shall be insulated to a minimum of R-6. 10)Waler heaters with vertical risersmust have a heat trap on both the inlet and outlet unless the water heater has an integral trap. 11)Attic access panels in ranch homes shall be weatherstripped and Insulated on the attic side with fiberglass batt insulation with same R-value as rest of attic. 12)Energy Performance Level (EPL) display card shall be completed and certified by the builder. 13)ducl-tightness shall be verified on -site by testing to ASHRAE Standard 162, per Florida Building Code - Energy Conservation 403.2.2.1. 14)Adequate return air shall be provided for fuel-buming forced air furnaces through air -tight ducts. The total return air area shall be in accordance with the furnace manufacturer's instructions. Return air shall not be taken from a closet, bathroom, toilet room, kitchen or garage. Grilled or lowered openings shall be installed between all habitable rooms and the main return air grille. 15)Air balancing dampers (or other means of supply air adjustments) shall be provided in the branch ducts or at each individual duct register, grille or diffuser. 16)Make-up air requirements for the operation of exhaust fans, kitchen ventilation systems and clothes dryers shall be considered In determining the adequacy of a space to provide combustion air. 17)The air removed by every mechanical exhaust system shall be discharged to the outdoors. Air shall not be exhausted into an attic, soffit, ridge vent or crawl space. Clothes dryer exhaust ducts shall have a smooth interior finish and shall be constructed of 0.016 inch metal. Kitchen range hood ducts shall discharge to the outdoors through a galvanized steel single -wall duct with a smooth interior finish (which is air -tight and equipped with a backdraft damper) designed to have a ventilation rate of 100 cfm intermittent or 25 cfm continuous. Bathroom exhaust duct material shall be in compliance with UL 181 and UL 181A or UL 181 B designed to have a ventilation rate of 50 cfm intermittent or 20 cfm continuous. 161Vent terminals for direct -vent appliances shall be installed in accordance with the manufacturer's instructions. Vent terminals shall not be located less than 3 feet above a forced air Inlet located within 10 feel. 'they shall be located not less than 4 feet below, 4 feet horizontally from, or 1 foot above any door or window and shall be located at least 12 inches above finished ground level. PEY T.L�c,��i . .E No 52231 ji :t 'P STATE OF 4 •,,SS',ONA%e 1%%� p Legault #j '?7 t1 2019.07.24 0" 4 16:02:39 -04'00' �i s � � REScheck Software Version 4.6.5 Lvi Compliance Certificate Project 6233-MA Energy Code: 2017 Florida Building Code, Energy Conservation Location: Fort Pierce, Florida Construction Type: Single-family Project Typo: Now Construction Orientation: Unspecified Conditioned Floor Area: 1,692 11:2 Glazing Area 20% Climate Zone: 2 (490 XDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor. Southwind Trall Ft. Pierce, FL 34951 Compliance: 10.0%Bcttor7ban Codo • P.M.— UA. 402 YourUA 362 rdatlmum SiMC: 0.25 Your5114C: 0.25 IIDOEESttMtpmvldeanftt,ate�aie�nc'wmwmirelativeWamtu�inu odeeno . on nwa vaaoan wrs. `Et I T. LE in, EIVg *� No 522311 q:: STATE OF A,:OR1OP ' N= ss,ONA; Compliance Statement- The proposed building design described hero is consistent with the building plans, specifications, and other) - calculations submitted with the permit application. The proposed building has been designed tomcat the 2017 Florida Building Code, Energy Conservation requirements In REScheck Version 4.6.5 and to cemplywith the mandatory requirements listed in the REScheck m¢nprtinn M1 klict. Edward L. Weber, P.E. -.�zlL 1019119 Jeffrey T. Legault Name - le Signature Date 2019.10.10 14:36:31-04'00' Project Notes: 32'x56' Ranch / 8'-81 Sidewall / Crawl Space. Calliba l: Flat Ceiling or Scissor Truss 1,692 19.0 0.0 0.051 86 Wall l: Wood Frame, 36• o.c. 1,520 17.4 0.0 0.063 83 Orientation: Unspedlled Window 1: Vinyl Frame:Doublo Pane with Low-E 120 0.350 42 SIIGC: 0.25 Orientation: Unspecified Door 2: Solid 43 0.350 15 Orientation: Unspecified Door 3: Glass 40 0,350 14 SHGC: 0.25 Orientation: Unspecified Floor 1: AO -Wood joist/rmss:Over Unconditioned Space 11692 11.0 0.0 0.072 122 Mechanical Equip n Alf Source 7.7 HSPF, 13 SEER u, m o1pi. z oML N y U°Nr7i t Project Title: 6233-MA Report date: 10/09/19 Project Title: 6233-MA Report date: 10/09/19 Data filename: MAEnglneeringlPOElModulars\Check\REScheck16233.rck Page 1 of10 Data filename: M:1EnglneeringlPDE\Modulars\Check\REScheck\6233.rck Page 2 of10 _ fREScheck Software Version 4.6.5 Inspection Checklist Energy Code: 2017 Florida Building Code, Energy Conservation Requirements: 0.0% were addressed dlrectiy 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. 3ectlon M Pro-Inspectlon/Plan Review Plans VodOed Value Fla1d=fl d Velua Complies? Comments/Assumptions & R .ID 203.1. ;Construction drawings and O[omplles 103.2 'documentation demonstrate ienorgy ODxs Not + ' IPRlIt 0 code compliance forthe building envelope. Thermal ONot Observable 1 envelope represented on - ONot Applicable l construction documents. l 103.2. ICocume t drawings and OCompllas ; 303.2, 'documentation demonstrato ati ODoes Not 403.7, 403.E ionorgy coda compliance for ONot Observable IPR311 1lighting and mochanicol systems. !Systems serving multiple I ONot Applicable I al idwelling units must demonstrate 'complianco with the IECC � [ammcmin] Provisions. 302.2. Heating and cooling equipment Is 11 Heating: I Heating: ;OComplies ; 403.7 sired par ACCA Manual 5 based t BtuJlir_ I Btuihr 'ODoeS Not iPR21' ton loads calculated per ACCA I Manual ; Cooling: cooling: 1ONot Observable j J or other methods approved by the code official. p tvlhr_ I ! Otufir loNot Applicable i i 302.2. lHeating and cooling equipment Is 1 Heating: Heating: IOCornplias 403.7 i shod per ACCA Manual 5 based Btuihr_ I Stulhr 'ODoes Not i 1PR2)1 ion leads calculated per ACCA Manual J or other methods I Cooling: I Coolin W. i jONot Obsarvablo i approvad by the coda official, Btuihr_ Btufir 1 ,ONot Applicable Refor to R403.7.1 forfull details. I Additional Comments/Assumptions. 1 I High Impact (Tior 1) 12 IMedium Impact friar 2) 13 Low Impoct (Tier 3) Section .. _ . 0 Foundation Inspection complies? Comments/Assumptions & R .ID 303.2.1.3 A protecave covering is Installed to IOComplies ; IF01111 jpmtm exposed cxtodarinsulation '1ODoos Not j 9 '9naddaextends a minimum of 61n. below IONot Observable 1 10N0[Applicab10 ! 403.9 15now• and Ice malting system controls:Oeomplies gI IF012P iinalled, ioDaes Not 5b IONot Observable iONoc Appllcoblo Additional Comments/Assumptionst Project Title:6233-MA Report data: 10/09/19 ProlectTitle:6233-MA Report date: 20/09/19 Data filename: M:\Englneering\PDE\Modulars\Check\REScheck\6233.rck Page 3 of10 Data filename: M:\Engincering\PDE\Modulors\Chock\REScheck\6233:rck Page of10 T CF9�,�� E No 52231 = 0' irZ 9O: STATE OF :�4U`� 4. 0NA� L� %% Legault a off 2019.10.1 0 14:36:02 -04'00' T. LF ��•�PEY .��G E N SF No 52231 :. 0: :XS STATE OF :urn NA- E�%% Section - Plans VoFIRod Field JeffreyT. Legault p.zot9.lo.t S 014:35:1 04'00' ?� m J W o i u °g �+ C4 ►zQU Additional Comments/Assumptions: NMI U W W y U �� Q maZ O _ w U N 7 a 1 High Impact (Tier 1) 2 Modlum impact (Tier 2) ,3" Low Impact (Tier 3) o F !� 1 High Impact (TI¢r 1) 2. Medlumimpact (Tier 2) 3; Lev Impact (Tier 3) Project Title:6233-MA Report date: 10/09/29 Project Title:6233•MA Report date: 10/09/19 Data filename: M:\Engineer(ng\PDE1Modulars\Chock\REScheck\6233.rck Page 7 of10 Data Rlename: M*.Wngineering\PDE\Modulars\Clteck\REScheck\6233.rck Page 8 of10 M Insulation Inspection.. -.ID value Vonaed Valud compllosT Comments/Assumptions ffeR 303:1. 1AII installed Insulation Is labeled � Complies l IIN33]° jor the Installed R•values -❑Does NM j - _�m0v�d�' []Not Observable ^` ❑Not Applkable 303.2 �WaO Insulation is Installed per OComplics (INQP lmanufacturor's instructions. }}❑DcesNa j 'f❑Not Obsorvabla ❑Not Applkable j 303.2, iFloor Insulation lnsWOod per❑Complies 402.2.7 jmanulacturer's lnstmctlons and ]❑Dces Not (IN211 11n substantial contact with the 'untl¢rside Roar ; ❑Not Observable ; of the subfbon or j/rominq cavity Insulation is In ❑Not Applicable ;contact with the top side of - jsheothing, or continuous y ,insulation Is Installation the • f I ;undersltlo of floor framing and ; le#ends from the bottom to the :top of all perimeter floor framing members. ..l❑Does 402.1:1, jWali Insulation R-value. if this lsaj❑R-Wood R-_ Complies 'see McOnvelape Assemblies 402.2.5, mass wall with at Ica st Vi of the jwall j❑Wootl Not table lorvalues j 402.2.E Insulation on the wall I❑ Mass �❑ Mass � Observable 1 11N31t jc#crier, the exterior Insulation :requlremone applies (FR30). j❑ steel �❑Not ;❑ Stool ❑Not Applicable ; j 1 402.1.3, Floor insulation R-value. ; R-_ R-_ ❑Complfes. is.. ma Emxiopa Asscmbaas 402.2.E j t '❑ Wood 1❑ Wood j❑Ooes Not lwble far values (IN3t � ❑ Steel j ❑ Steal j❑Not Observable I 1 I ;❑Not Applicable j I Ap2.2.14 Walls, c¢Ilings orlloors common !❑Compiles IIN14Jt' -, to separate conditioned ❑Does Not j _ tenancies are insulated to >m R- ❑Not Observable ' �31, space permitting. Mass temman wails arc fOsoixed to ❑Not AppRW¢le ; !>e R•6. Section - - tt - Flnal Inspocdon Provislbns pions VeNfted Value Field VorID¢d CompliadT Commotits/Assumptldna .Value 303.1.1.2. ;Ceiling Insulatbn InstaOad par .. •^. . `, ' • OComplies ; 1, 303,2 jmanufacturor's lnstmc[lons. ❑Dces Not j [FI2]t ;Blown Insulation marked very ; ❑Not Observable I .300 ft'. ' ❑No[ Applicebb j 303 3 - Manufacturer manuals for . ❑Complies 1 mechankal and water hlvting ❑Does Not { systems lava been providetl. '. ❑Not Observable ; .IAn ,.`❑Nat Applicable 401.3 en¢r9y poAomwnce Ievol , ❑Complies. 1 (F1331r j (EPL) display card must be ❑Does Not j yy completed and certlfletl by the - ❑Not Observable ' lbullder before (Taal approval of 111lll the building faroeeupancy. a k ,{❑Not Applkable Fladda law (Section 553.0085, Statutes) roqulres the EPt �Flodda tllsplay cartl to be Included as an ¢Otlendum to each sales contract for both pmsoltl and nonpmsold f resitl¢ndal buildings. A copy of the EPL card form can ho found ; Tin Appendlk C of the � �. � •' ,Energy Conservation°. 402.1.1, ;Ceiling insulation R•value. : R• ; R• i❑Complies IseorM Envoropo Asscmali¢s 402.2.1, j j ❑ Wood I ❑ Wood ❑Does Not ,rebto Iarvalues 6 � Steal Stcol ;❑Not Observable I r fU1 2 i❑ f❑ ;❑Not AppllWble i 402.23 (Vented oltics with air permeable ❑Complies [FI221t Insulation Indudo bafOc adJacent ❑Oces Not i Ito sofOt and ¢eve vents [hat ;eMends over lnwlatlon. •. '❑Not Observable I ❑Not Applkable j 402.2.4 ,Attk access hatch and door I R•_ ; R•_ ;❑Complies Ifl31r Ilnsulation aR-value of the j ❑Dots Not jatlJxentassembly. i ;❑Not ObServobla , j + ❑No[Applkoble j 402.4.1.2 !Blower doortest @ 50 Pa. a=T j ACW SO =� ACH SO =_ ;❑Complies , (FI17)1 ;ach. 1 j❑Does Not j I❑Not Observabl¢ j ' !❑Not Applicable j 403.1.1 fEach separoto heating/coogng ❑Complies ' [Fig)rsystem has a thermostat ❑Does Not ❑Not Observably ❑Not Applicable I 403.1.2 Programmable thermostats ❑Campli¢s I [FI91 {I Installed for control of primary ,❑Dces Not fleeting and cooling systems and Initially sat by manufacturer to y ❑Not Observable j code specifications. ' ❑Not Applicable j 403.1.3 Hex pump thermostat Installed ❑Complies (FIlOP �on heat pumps.❑Does Not pNot Observable 1 � ' ❑Not Applkable j 4033 :Hoc water hollers supplying heat ❑Compiles I IF26Pthrough one- or two -pipe heating _ - - ❑Does Not ; systems have outdoor setback ❑Not Observable #- control to Tower boiler water [empnature based on outdoor ' ❑Not Applicable 1 i temperature. APPENDIX RD FORMS ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" =_ The lower the Energy Performance Index, the more efficient the home. %%%%% T. Er,, 4I4 0 `O;�.OENSF9G� *: No 52231 *S 90: STATE1. NALG�. rr0nutt►tttw 1. New home or, addition 1. Now 12. Ducts, location & Insulation level p Legault 2. Single-family or multiple -family 2 Single-family a) Supply ducts R=9.0Ffl 2019.10.10 3. No. of units (if multiple -family) 3.1 b) Return ducts R= 14:34:21 4. Number of bedrooms 4. 3 e) AHU location -04'00' S. Is Otis a ivorst case? (yeslno) 5. Yes 13. Cooling system: Capacity: 3.0 tom G. Conditioned floor area (sq. ft.) 6. 1692 a) Split system SEER 7. %Yndow% type and area b) Single package SEER a) U-factor: 7a. 0.36 c) Groundhvater source COP b) Solar Ilea( Gain Coefficient (SHGC) 7b.0.25 d) Room unit/PCAC EER c) Area 7c. 120 sq, ft e) Other 8. Skylights 14. 1 Jesting system: a) U-factor 8a a) Split system (heat pump I.ISPF 7.7 a b) Soler Heat Gain Coefficient (SHGC) 8b. b) Single package leat pump HSPF 9. Floor type, insulation level: c) Electric resistance COP w o 9 a) Slab -on -grade (R-value) 9a. d) Gas furnace, natural gas AFUE b) Wood, raised (R-value) 9b. 11.0 e) Gas furnace, LPG AFUE o o c) Concrete, raised (R-value) 9c. f) Other 10. Wall type and insulation: 15. Water heating system a A. Exterior. a) Electric resistance EI 0.95 I. Wood frame (Insulation R-value) IOA 1, 19.0 b) Gas fired, natural gas EF W 2. Masonry (Insulation R-value) IOA2. c) Gas rtrcd,.LPG EF B. Adjacent: d) Solar system with tank EF W U I. Wood frame (insulation R-value) IOB1. c) Dedicated heat pump with lank EF 2. Masonry (Insulation R-value) IOB2. 9 Heat recovery unit HcatRcc% 11. Ceiling type and insulation level g) Other A4 a)Under attic 11a.19.0 16. HVACcredits claimed (Performance Method) ■� b) Single assembly Ilb. a)Ceiling fnns c) knee walls/skylight walls I I c. b) Cross ventilation W d) Radiant barrier installed I ld. c) Whole (rouse fan Q d) Multizone cooling credit w' e) Mullizone healing credit W f) Programmable thermostat U 'Label required by Section R303.1.3 of the rlorlda Binding Carle, Energy Cotuenailon, if not DEFAULT. 1 certify, dint Obis home has complied with theriorlda Building Cocle, Energy Coruen-ation, through the above energy saving features which o < will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL display cant will be completed based on installed c a code compliant features. / / / m E 4 Z m 0�y Builder Signature: Data 1018119 e a Addross omcw Noma: SouthwinclTrall City/FLZip: FortPierce, FL 34951 FLORIDA BUILDING CODE -ENERGY CONSERVATION, 6th EDITION (2017) R-51 Max. Marriage Wall Colum Spans Column 28' & 32' Wides Configuration 20 PSF Roof Snow Load V 13'-l" 26-3" 16'-0' Double 2x #3 SPF top plate at exterior sidewalls /and marrige walls. See notes 2 & 12. Max Exterior Sidewall Header S ans 28' & 32' Wides wl 7" max. overhang Header 20 PSF Roof Configuration Snow Load HE 3-2x3s 30.5" 36.5" ®3-2x4s 41" 48" on edge ® 1-24 laid 19" 24.5" ® 2-2x6s 38" 47" laid flat ® 3-2x6s 57" 68" ®3-2x6s 59" 72" on edge /2x cripples above and below Window openings 16" o.c. Same material and size as o-c- studs - for headers. Pine 2x sill 1 All Normal studs 16" o.c. max \ 2x6 #3 SPF / Pine for exterior walls. 343 SPF! S. Pine jamb studs at 343 SPF! S. Pine jamb ' 2x4 il3 SPF forrmarriage walls. window openings. (2 w/ 46.5" max. opening.) 1 to be a jack stud. studs between windows. 2 to be jack studs. Bottom plate to be 2x any grade. 2x3 #3 SPF for interior non -load bearing walls TYPICAL WALL FRAMING Max. Sidewall Opening Sans 28' & 32' Wides w/ 7" max. overhang Strap from header -to -stud & from stud -to- floor w/ 9-0.148'xl-1/2' nails per strap 1-Simpson ST22 strap 5'-0" 2-Simpson ST22 straps 1 11'-4" Typical center beam. See sheet 13B. Varies. See Sheet 13B Marriage wall Mating Line columns required at marriage wall openings. See table above. CENTERLINE COLUMNS Notes: 1) Exterior sidewalls tobel04*highmax. Cathedral exterior endwalls, interior partitions and marriage walls maybe 126'max. 2) Interior non -load bearing panitlons, and exterior endwalls may have a single top plate. Staggerend joints on double top plates 48" min. Fully glue and staple top plates in lapped area. 3) Headers in table are applicable to exterior sidewalls only. Headers to be same as sill for exterior endwalls. 4) Exterior walls to be 2x6 construction. Centedine marriage walls to be 2x4 construction and be on both halves of unit (double wall). Interior partitions to be 2x3 construction (min.). 5) See specifications sheet 3C for fastening schedule. 6) Multiple member laid flat headers shall be glued. 7) All exterior walls are to be sheathed with 7/16" min APA rated (or agency tested) wall plywood sheathing. See sheet 12A for wall bracing requirements. 8) Marriage wail is to be on both halves of units. Columns in the above table, shown on one half must be used In combination with columns on opposite half. Add individual spans together to determine allowable span. Size columns between adjacent marriage wall openings by adding spans together. 9) Required column configurations are shown on the model specific floorplan. 10) If hole is between 40 % & 60 % of stud depth, then then stud must be doubled and no more than two successive studs are doubled and so bored. Load bearing studs only. 11) Bored holes shall not be located In the same cross section of cut or notch in stud. 12) If the top plate of a sldewall or marriage wall is cut, drilled or notched by more than 50 %of It's width, then install a 16Ga.xl-l/2" min. galy. steel strap to each plate across and to each side of the cut out w/8-10d nails or equivalent. L Strap must extend 6' past the opening. ,`,,��Yt T. iL i * : No 52231 *L 9O: STATE OF ONAt 1��G`, 2019.07.24 15:58:18 -04'00 Hole max di.. 60% Hole max. dia. 40% of stud depth. of stud depth. 2-1/16" far 2x4 2-118'1or2.6 1-1/2'for2x3 1-3/8'for 2x4 3.1.4'for2x6 J W N 5/8"mIn. (= to edge 0 5/8• min. to edge Notch net to Notch not to exceed 40%of exceed 25%o} Mutl depth. stud depth. tale"for2x4. 7/8'for2x4, 1. for 23 1.a/6'for2x6 i 2.118'for2xe. Load Bearino Non -load Studs Bearing Studs W (Side & Marriage (Endwags & Wags) Panitlons) STUD NOTCHING & DRILLING y See notes 10 & 11. maz 5 n o 0 U N W JN Strap double stud to rim joist (at each comer) wl t Fasten ban. plate to floor 2-Seep—ST22 Strap Ties w1 g-0.148-xt-1 W w=x3-10 a-- 6' o.c naffs ea. end. See note 4. WALL BRACING REQUIREMENTS AT SIDEWALLS Unit Centemne Sid-13 Double stud each and of t 1Shnpson ST22 Strap Tie w/ e-0.148'x1-12' required at centerline (4 nails ea. end. See note 4. studs total). WALL BRACING REQUIREMENTS AT ENDWALLS =asten Wes bottom chord to top data w#W,3-12' screws 16' o.c. Toe -screwed) Well sheathing to be 7116' min APA rated (or agency tested) sheathing. Fasten to well framing with Bid gal, box nabs (0.113'x2-12') G o.c. at Panel edges and 12' mc. at intermediate members. Double stud""" "" at each end / of sldewaR I i _ o r -_ _ - I✓. fault 1 1 I �, I 1433:1FUR height wall seclions must be FUR height wet section required at each /Wall sheathing to he Ills' min APA ated (or agency tested) sheathing. Fasten to wall framing with ad gaN. box nags RDA 13'x2-10) 6' o c. at panel edges and 12' o.c. at Intermediate emhem. AM fa ua, to finer W t R dnuh1n tnn Nat,, w/ 2. of - A• n m. ``��%�PE�Y T...... .�GENgF.(i�•� No 52231 '. O: t� :9 STATE OF .'; Full height wall section required at each sidewalVendwall comer. (See Note 4.) NOTES: 1) This sheet indicates requirements for exterior wall bracing due to the effects of wind. 2) Stagger nails at adjoining panel edges. Nails shall be located 318' min. from panel edges. 3) See Sheet 12 for framing requirements (studs, jambs, headers, sills & fastening). 4) If a full height well section is not located at a comer, any hill height sheathing in this area cannot be counted. Also, the opening edge furthest from the sidewalllendwall comer will be strapped the same as the comer. 5) All vertical aM horizontal joints shall occur over, and be fastened to, studs or blocJdng. 11 1 Members Omd & stc*d v/15Gax7%1fi'x2-1/2' Sttp. r - B 2-2x6b R SPF SECTION 'B-B' B Plymod 9-1 to be APA rated sh.thi.% PS -I. 5/6' material to hove 10 / 20 spm mti g. Struct - 1 mderid to be 5 ply / 5 Iaya rith I/V fam -- Ihidm— Gbe A stile to truss chords v/16Ga x 7/16' R 1-1/2' st*m 6' 36' mox Dude 2i6 lanb ne. Sn¢e ffi Sa pkte Fwlen truss to4.� (omitted vilh car shcel 1$. E avtiFied true 7' mn v/ Oyvood. ihq ..lend DETAIL 'A' bu Recessed sidmsdl " W-al Framhig for Opmngs SECTION 'A -A' n Rtxesed Entry Poster vdls tog&er •/IDd nozs or 18-J 1/z' Sam 1Y ae. (may toe -.I/— B' o c) A4—] E 65�o�t�cg, I A r f 04 max. 1 D.We plsts al Umslllen TOP VEW N—Sl IV a.c. jdsls, O-0' M. E Double rim PISU 12 FLOOR FRAMING RECESSED ENTRY 4��QEO E N F�9G� •'� .No 52231 *% y9�; STATE OF :�24` JeffreyT. g Legault ' 2019.10.10 14:32:40-04'00' p Job Truss Truss Typo Oly Ply 21 6 FL 91095 M818805 MONO TRUSS 1 1 IRM"6"' Div- 635 Rc/ 020023' universal Forest Products ink., Grand Repels, MI 49525. Weston Gorey B.130 a Dot 122017 MITek lnduslrlos,lno. Wed Fab 2807:57:532010 Paget oft Copyrlght02018 Univorsal Forest Products, Inc. All Rights Reserved 4-5-12 T 3-9-2 ' 3-10.0 r 368 ' -1m n ere > 7A7 12 b Or-110{i � F°i1°R{ n to u i s I =• •r e.e a a e a 1,311 1e1II ati= 6N= `1.7-4, 3•f0$ 3-0-2 3.10-0 3-0-8 r 16.7$ i Plato Olkok 2:0�•R 0.1-0 4:1),1$0.1-0 5:0.1.120.1.12 0 -0 B:0.7.00.1.0 LOADING (psQ SPACING- 2.0-0. CSI. DEFL In (10c) Won Ud PLATES GRIP TCLL 20.0 Plato Grp DOL 1.25 TC 0.76 VCd(LL) 0.39 10 >460 240 MT20 1071144 TCDL 5.0 Lumber OOL 1.25 BC 0.67 Vert(CT) 0.W 10 >400 180 BCLL 0.0 Rap Stresslner YES WE 0.97 P4rz(CT) •0.05 7 r9a Ala BCDL 6.0 Code FBC2017frP12014 Matdx-R Weight 43Its FT-O% LUMBER. DRACING- TOPCHORD 2x4 SPFNo.2 TOPCHORD StrudutalwoodSheathing diroctlyoppliodorb-2.5o0 BOT CHORD 2x4 SPF No.2 purflm. except end verticals. WEBS 2x2 SPF Stud 'Except' BOTCHORD Rigid ceiling directly applied or 3-0.7 cc bracing. W3: 2x2 SPF Not REACTIONS. (Mize) 2=48310-3$ (min.0-1-8), 7r=443fMechard"I Max Hors, 2.391(LC 7) Mnx Upi112=-Bg9(LC 5), 7=-e02(LC 7) FORCES. Ob) - Moxlmum CSmprosslorVMaximum Tension TOP CHORD 1-2-". 2.3=-11212114, 3.4=108V2171, 4-5=-5141998, "- 441f0, 0.7=-731204 BOT CHORD 2-10-241511055, 9.10=-241511055, 8.9=•241611055, 7-8=-1094/481 WEBS 3.10--40224,49•-1841168,5$a•500W5, 4.8••63011462,6.7a-59311349 NOTES. 1) This truss has been chocked for uniform roof Ova load only, except as noted. ' 2) Wind: ASCE 7.10; WE- 180mph (3saoond gusQ Vasdal39mph; TCOL-3.0pst; DCDL-3.0psh, h-30n; Cat. 11; F-V E•dgned by Kovk Freemen D; End., OCpl=0.18; MWFRS(envelope) gable end zone and QC Exteder(2) zone; canllever left exposed;C-C t�tttliir/ for members neWghttnsrapchrd uns e doashroJ Ices n�htaiuoaorddeiaGi(psioo aoqu3) tk FR es�7i�i o pss oala fora of oikshinglo %0 �Cr �io roof. Architect to verify adequacy o/ top lard dead load. �� C E N' ee; 9 4) Thle (ruse has been declined for 10.0 five food loads. �,� • V� 8-S '•,y �� a psfbollorn chord nonooneurrent with onyolherfive, Q 5) • ••; This truss has been designed for a Ova load of 20.Opsf on the bottom chord In a8 areas where a reclanglo 3-0-0 �� N o 56254 tag by 2-0-0 wide will fit between the bottom chord and any other mombero. * ;• 6) Provide mechanical connedlon (by others) of truss to bearing plate capable o(wilhstandi ng 899 fb upfdt at Joint 2 and 8821b upin atlolnI7. 7) Fhdly of mambers 6-6, 7 - 6 have been changed. ' a) Basco an: FAB ISS03 �� 9) RovEton: Updated Code p p •`�� ,iI,,S�ONA� �C, ,,, ilv/Mezdnal MdrwrMace�ledeYe7r+gxllrenmtpdOssidoal natrv/m•mv:e deacn wqa aw eU*derdl refcrmoodrt7Jn 0t7 dxotrdu ralrons:mty Nouaer4 wwbaldnp ta6a.Icon=Bluer]0 eon Kneen Opfmrelaufelnespad(puoa.7ro arelaa4rnrns7mmrW9aHr 2rta2018 a W,s dedQ„la dcerLYJetni>r lh low)rodryMdbinlrvd coda rent W h au wna, ddsuaso�orweaoppser:,. A, WARNING - Verify design parameters and READ NOTES urcverulPaoelPtoduax,lwo =1CAST UELIUNEwx,Ne tNs+,hdlrolhe eaatmoedeeWdw Rrw.ldnewueeuanagrcer, PHONE (a18)3a4.a1a1 FAX (e101-M&O 10 M=RAP114,1449525 TIO, GbrO.=dm hesmYaO.adx'predbae WeerxxedMP.h be„i,} CaY15MK9"n eNOey In[ee M1aerMbeer,wMfseM1 The N,ed,thre+Pxtsae IxtNpulbdr end eystw'mOeldn nde.rrmermwrm dodCrod uNallll.iMe dcxlglb5awd cNY Wea9etanixra strewn, eMhLY anb,avMLlwnmOcm¢cmm�aoeYrrclledmabadeAadeuly./ypl=etyondnyn pr.-aumreempardtowpormnamrywnlhrosrn,mnyawkn7 arulN+•teen hfdN+MetlxMaY,3KOuNwb,ew+htaemy.Ad,irmY WrprwyNlupghWe wbLbdu4'OtM>tKWn bPO ova ron�ayaencti<lxA4dlarNC��xNNetrq aanwdrlaWct.e[sWnpweWd�epOlrgdnf}�d.Fd� 191daderepafd,q alrxaaoaPn,lyee,rvcl Yraep';delr«� e,eN:eorl0trdip,ar+xaP.C3114p6em IMNNodTrvtltdusadNbcha et0irvee liYnlroemraee,.e.rom,wox,Be e.,.wnra,uooerwyru. un.u=d.dsv4Osn ta,4,2deu�.Plvwr�w+xy,rPa J W y °a i ' Noted: ' 1) Truss spacing Is 24" o.c. max. y v i2) Trusses to be P.E. certified. y �' 3) Roof sheathing requirements: -Approved Agency tested sheathing (plywood or OSB), 4'x8' sheets installed with long dimensions pependicular to trusses. a w - 7/16" thick minimum with 24/16 span rating. m a z - Roof sheating butt ends to have 1/2" minimum bearing on trusses. Gap butt joints over trusses 1/16" minimum -1/4" max -Stagger courses 16" min. Minimum course width is 15-718". Sheathing panels to be continuous Over 2 or more bays. N 4) Finish the roof system by applying undedayment and shingles. Install undedayment and shingles and c:x N M construct valley per ARMA (Asphalt I Roofing Manufacturer's Association) guidelines or manufacturer's Instructions. Ice barrier protection Is required. Ice barrier shall be two layers of undedayment cemented together or a self -adhering polymer modified bitumen sheet and shall extend from eave's edge to a point at least 24' Inside the exterior wall line of the building. ` • I 1 5) For truss end overhang construction, see Sheet 13A. 6) For framing at roof penetrations, see Sheet 13D. doD Truss TruasType my Py Skyyline 216 FL 91095 M879802 MONO TRUSS 1 1 F-536-E Div. #535 Re/ b2002331 ' Unfvoraol ForoalProdudalrw,GwMRapida, M14052b, 1•vnnlon Gorky f1.f30oDoo 1220f7hUTaklnduclfbs, Inc. Wod Feb 280&.022020fe Pogol of Copyrl9ht02016 Universal Forest Products, Inc. All Rights Reserved 7-0 aaz 8•0•0 ( ��.,r�-•'ter'" ,�wa n =.4s(ii l�oo.0 oµ • • TI ` •� +a f vu 1 � e os �I. "e In u z.sas n Y r.a n za,a n zwa u e.a e 3.7.0 55.2 2_6•14 3-52 �F I 1b•a2 Plain orraats B. t-e aoa 7:a-f-� o-o-1 :0•2.5 a-4-i :td o o• .4 g•a1.12 o•o-e LOADING (pgQ SPACING- 2.0•o C91. DEPL M Qoe) VdoO L!d PLATES GRIP TCIJ- 20.0 PWlo Grip DOL 128 TC 0.90 Vod(LL) 0.58 3.0 >303 24o MT20 1971144 TCDL 10.0 Wmhw DOL 126 BC 0.91 V9d(CT) 0.50 3.8 >354 180 BCLL 0.0 • Rep Stress Iner YES WB 0.01 Hoa(Cl") -0.13 7 Na Na BCOL 8.0 Cade FBC2017lOa12014 Aletrix•R Wo1ghL 051b FT>0$ LUMBER- BRACING - TOP CIIORD 2x0 SP No.t TOP CHORD Structural wool alloaU1610 dU0d1yapD0ed, exceptend BOTCFIORD 2.0 SPF Na2•Excopl• vaAcals, 02: 2x8 SP No.2 BOTCHORD Rigid wlllq 9iredly9pplled or taD-o as bracing. 1116IIS 2x4 SPF Stud •Except• Except WI: 21CJ SPF Slud, V172: 2x4 SP No.t 240 a m J W N r a � F {S•I y °a m N maz Emw o N N 7l Z -This buss has as noted. 0 NOTES. 1) Ahaehed 8.0-0 yeah Ito 4, front face(s) 2a0 SP No.t with 2 row(s) of 10d (0.y01'%3') %\\1\11711111F7F�,/ % NO HINGE AT BREAK Em TRIG TOP CMOim - HOTO® I-1/2' FOR MlLW. = * : No 52231 :. * t IN FLY RAFTER. II 2' MLF. II-��III FLY RAPIER = *' a, 2� ISf OTTEDOR TWI55 i� NaT� I� Zx4 OR CEWrEIW� RerwomcaIENY w LOCATION 10O...... D DETAIL'A• IS INTENDED TO BE USED WHEN NA'GEO PORTION OF AM ATTACHED TO NOTCHED TRUSS TOP DETAIL 'A' - AFTII111111\1 KNNGPDST NN3FE✓ES WITH REMARED PIlRL[M LOCATION OR WT$/ ovM To BE SAID: GRAOI. SPECIE Alm SEE TABLE HINGED TOP CHORD IS SANE SIZE OR LARGER THAN FLY RAFTER OI BITE AS TO' O D. ELLE AND FASI@N SEE NGTE I Jeffrey T. zx4 PLTaIN 5PF ON TOP O Om w/BD NAas 6• o.a Legault § SEE TABLE TMLAID FLAT 2019.07.24 C 16' 11AK. TOP oNam 15:57.24-04'00' SEE I-I/2'KCHDROHDTa DETAIL 'B' I6• MAIL HINGE CL �-155 GA. A 7/FASTEN x 2 I/2' 2X6 FLY BAFNFA FASTEN TOP LIIOfm TO Bm OF IN TOP OIOFm 2JW PL.PAIN SEE STAPLES PlRBIN W/2-BD NASS.� FLY RAFTER DETALL SFY T S-I2D NABS• OR 3-ISGA. x TYPICAL RDGE DEAN A B C TM• XL VY STAPLES TFRD 2K6, F3 SPF FLY RAFTER 2X6 INTO PLDERN, RIDGERAL SEE TABLE OR EDGE AIL I6• M wI FO cEmw BLOM ANY GRADE SPF/IET}FR BLOCK 2 CENTERED AT PIRLIN LOCATION IS REG'0. FASTEN EACH BLOCK TG Kxm RIDGE NWRFRDAPS sane S As IF. GRADE •D. BLOM TO BE SSIZE, AND TOP CIM W/2-15 GA. K 7116• K 2 a SPECIE As Tor CHORD. 112• STAPLES (4 STAPLOC LES EA. BK) �7Lmrm TGLLE BNAK TO TOP HINGED TRUSS END OVERHANG DETAIL i NABS OR ISGA. K 2 Ve AsraPLs 6• o.c. NAx.AK. MAXIMUM PURLIN SPACING y,- MpK, Ir m' 2G• nAIL FAN G LLoom DETAIL 'S'MAX49 d 20 P.S.F. -7-77777F7-7 1A o z F2 SPF/SP 2X6 411, 7 2K6 PLT3D8 F2 6PF/SP LAM FLAT. IV 2 TABLE NmE: IA6 FASCA 3 .SRIQ: BOAR) WITH I>4x14-Vr D ONG. Gl1Ll®Nm STAnID Al LTo O I OF 2K6 ♦3 BPF FLY RAFTEi Ic•1 Ix6 FASCIA TABLE WK• E'I 2 S 3 = COOFD F 12D N its on NAGS di V] W • ISGA. x m x x 2 UY' • 3 STTAAftS4.. a 2-120 NAILS al b155A. 11 z 2 of STAPLES 12. nAx. SEE TABLE z4• nIN. FIXED TRUSS END OVERHANG d P.E. Certified roof Ridge beam at manige wall trusses 16" or 24" o.c. F— A a JX—V �A Variesw/floor plan. 24'max. See Table 1 for beam size per span. Columns per model specific floor plan and sheet 12. Ranch Center Beam Application. ridge beam per Table 2 Table 1 - Maximum Rid a Beam Clear Spans Beam Height 28742' w)des 20 PSF Roof Snow Load 32' wides 20 PSF Roof Snow Load (inches) 15.875 — — 17.875 — — 19.875 20'-5" 21.875 23.875 h T. i E N * : No 52231 = 0: :Ir � P% STATE OF :�W 2x4 marriage wall studs Notes: �i'ON AI`110' 16" o.c. max. 1) Ridge beam is fabricated from 5/8" or 19/32" plywood. 2 web layers and 1 flange layer. 2) Plywood material: Le dU�t a g 5/8" or 19132", 5 ply/5 layer APA rated or TECO TESTED sheathing, 40/20 span rating, PS-1-95, exp.1, Struct-1.?? 2019.10.1 3) Full glue coverage between all layers. 0 14:32:1 m 4) The plywood ridge beam to run full length of unit. 5) Beam may be three full layers instead of having flanges. Fastening for 3rd web layer same as -04'00' other web layers. 2"- 2-1/2°\l, Table 2 - Ridge Beam Strapping Spans f Typical hinged Strap from stud -to -ridge beam & from stud -to -floor Ridge Beam -fasten to/ truss w/ 9-0.148"xl-1/2" nails per strap kingpost w/7-12d nails. 1-Simpson ST22 strap 1'-11" 2-Simpson ST22 straps 5'-3" 3-Simpson ST22 straps 8'-6' 4-Simpson ST22 straps 11'-10" Ridge beam bears o� 6-Simpson ST22 straps 18'-5" marriage wall May use Marriage wall 1 W solid lumber shim width Notes: of beam at cathedral 1) Standard strapping (no spans) shall consist of 1-Simpson ST22 Strap Tie w/ g-o.148"xt-1/2" applications. Section'A•A' nails per end of each strap from stud -to -ridge beam and stud -to -floor @ 16" o.c. c u h 2) All marriage wall straps are required on 1-half of home. Strap spacing may be doubled when , straps are Installed on both halves. 0 1" (typ-) \ 2'-0' (typ.) min. . between splice Flange splices may occur at same section. Flange Web Flange 16Ga.x7/16" crown x 1"leg staples Plywood Spacing (crown parallel to face grain). - Itoz1" (typ.)o.c. (typ•) I 1(typ )/� WEB (Fleldt (') Is--- 12,.( \ WEB (loint) Ridge Beam Fabrication FLANGE 5-1/2' top & bottom flanges 1 I `,ttttltT Lt-,/I T. CFGq/,. SIMPSON H2.5T TIE w/5-81)X7-1/2" NAILS AT �'k No. 52231 EACH END. 24" O.C. MAX. (EVERY TRUSS). — ,t TOE -SCREW TRUSS BOTTOM CHORD TO TOP TYPICAL TRUSS PLATE w/3-#8X3-1/2" SCREWS. .. STATE OF : 4il► 10 CEILING BOARD — NI-1 "'-i\ \X \ _,2-3/4`XIl2° WOOD SHIM 0 DOUBLE 2X6 Ti I _WALL STUD PLATE SIDEWALL UPLIFT CONNECTION DETAIL TRUSS BOTTOM CHORD 3/4" ALPHASEAL FOAMBEAD EACH SIDE OF I" FOAMSEAL TRUSS AT GYPSUM SEAMS, CEILING GYPSUM 1/2" MIN. ALPHASEAL 5200 OR GYPSUM SEAM FOAMSEAL F2100 FOAM BEAD. TYPICAL FOAM BEAD GYPSUM SEAM APPLICATION CEILING GYPSUM BOARD TO TRUSS ATTACHMENT NOTES: 1.) APPLY FOAM PER MANUFACTURER INSTRUCTIONS. 2.) FOAM BEAD TO RUN ENTIRE LENGTH OF BOTTOM CHORD. Jeffrey T. g Legault / I17 ' 2019.07.24 15:56:24 -0 1/8" MIN. CONTACT 3/8" MAX. GAP H W/TRUSS CHORD. GAP DETAIL 1=1a,1 See Detall'A' Is up to truss doubled Fasten 2x4 blocks to truss chords w/3-l5Ga.x7/16'x2-12' Truss top charA R7 SPF 2x4 block Fasten truss stapk.. 2A #3 SPF black. One required \\lr chords to block w(b each sloe of each wl truss. 15Ge.x7/16'x2-12' staples. Truss top chord 2.4 headermembers. Truss baao chord f Tmas bottom Mond Festan header members to 2.4 blacks Fasten block or two chard to header member w/4.16d w/3-15Gax7/16'x2-12'staples. nails or 3-Nx3' spews on headers up to 30.5% DETAIL'A' NOTES: 1) If no trusses are cut, futon headers & blocks per Delail'A' & ignore Detail'B'. DETAIL'S' T. L,,:r . No 52231 '. STATE OF O R 1 O ,a�?O Je19.07.415!5t 2019.0724155558 3-1/4' min. 1.3/4' min. flanga Mange 1.31V min. flange TYPICAL ROOF FLASHING DETAIL FURNACE ROOF JACK WEDGE For DW V system or Roof Vent Ceiling Fan Vents Gas Water Heater Vent APPLICATION NOTES: 1) Apply shingles up to protrusion. 2) Cut a hole in a shingle to fit tight around base of protrusion and embed it in asphalt cement. 3) Install flashing around/over protrusion. Butyl caulk or sealant tape will be applied to perimeter ofall flashing or a coating of asphalt cement applied to roof underlayment before stapling to roof. 4) Attach flashing 4" o.c. with 16Ga.x7/16"xl" galvanized staples (all staples: I6Ga.xl "xl" staple may be used) or 314" long (min.) roofing nails along edges to be overlaid with shingles. The exposed edge of the flashing should not be fastened; however, if it is, the fastener and penetration must be covered (100%) with an asphalt roof scaler. Altemately, cover exposed fasteners with a weather resistant caulking material that is compatible with the flashing material. 5) After flashing is in place, resume shingle application. Cut shingles in successive courses to fit mound the protrusion and embed them in asphalt cement where they overlap the flashing. 6) Flashing to be 24 Ga. aluminum (min.). �de�i a �p Mi m C 81RM2 TABLE 1 Max, span w/ dormer rafters 16" o.c. Dormer Raker #2 S. Pine 1-2x6 137" 2-2x6 172" 2x6 dormer rafter, installed over main unit A /sheathing, dims. upon roof trusses. (See Figures j1 & 2 for alternate.) 16" o.c. Dormer sheathing. I Extedor LIA wan line PLAN VIEW I B i rc -�B 1--►C Sidewall eave Dormer and panel 1x6 domlerfascia. Fasten to each dormer C.L. dormer rafter w/3-15Ga.x7/16•x2-1/2" staples. Dormer and panel 2x6 or 2x8 roof edge rail (any grade) maybe ripped to size. Standard sidewall 1x6 main construction unit fascia SIDE VIEW 2x6 c (see NOTES: 1) When dormer rafters do not line up with main unit trusses, add a 2x8 #2 SPF/ S. Pine dormer rail as shown In Figures 1 & 2. Install additional roof trusses. One truss must be installed at dormer centedine (peak). The other two additional trusses shall be Installed at increment from dormer centedine (16' o.c.) or double each standard truss located each side of the dormer centedine. ,,111111111/1/j�/ T. LFU'y,o ENS�. •• Fasten dormer rafter to roof truss w/2-#8x3-1/2" screws Q 16" o.c. 1x6 Fascia, an grade •`�'� �•' No 52231 •: trusses. + * : * '� y I� See table for max. spans. TT Fasten rafter to dormer panel chord '9? 'STATE OF : Q/ 0 • �/ ••.'c4 wl standard truss to sidewall fastening Sheet 12. i,F O per Main unit sheathing �ON A� Jeffrey T. Standard P.E. certfl.d of Dormer and panel. 2.3 chords w/ 618" #Sx3-1/2" Q Legault trusses. 24• o.c. max. plywood glued & stapled to chords screws 8" o.C. [' 2019.07.24 w/l5Gax71l6'x1.1t4' staples 6' o.c. 155538 -04'00 (may be spliced at 2x3 blocks) Sheathing to be continuous to SECTION 'A -A' dormer panel top chord. 2x6 dormer rafter 1x6 dormer fascia SECTION 'B-B' Main unit fascia A&I-4 roof m,ccne roan nntn 21 TOP VIEW FIGURE #1 2x6 dormer o rafter tx6 dormer fascia \ SECTION 'C-C' Main unit fascia W Attach 2x6 rail to main unit roof trusses w/same number and type of fasteners as dormer rafter connection. r 172" max. Fasten dormer rafter to 2x6 rail per standard dormer fastening 2x6 dormer rail (see note 1) SIDE VIEW FIGURE #2 Dormer bearing brace location (standard) r Stagger butt end decking courses 16' min. decking Canter Gnder. h h.I S. Pine or SPF2x12seachhalf. (Mayne an 28' W firam.s.) Stn application on 26'wibetw between aggerder ta 24' min. between all girder members including jolne on opposite hag. (See note 4 for alternate appticatioa.) Floor blocking. Sea note 3. Centergirderand,m . Sae detaL (Not required with hame- on construction. Unit Centerline! Center Gkder �2x2 any grade SPF ledger. ! Glue & fasten per schedule. 2x2 LEDGER DETAIL floor decking. Decking to be rated 20oao. or sspent rated e 1) See. sheet 13 for fastening schedule. �N T Q�'��j 4020. Installed with strength direction acrossjoists. Bug 2) Main I -beams for frame on construction shall be M10x8 or M12xl0.8 ��`Q�P•�G E N S 9G ii edges to fag over a OoorjoisL minimum and be A36 steel minimum. : '�rj� ' V F '.• 3) Full -depth floor blocking @ 24" o.c. in the first twojoist spaces at each •`�• end is required No 52231 Normal floor joists to be #2 SPF or S. Pine 2x10s, 161 4) Center girder may be 243 SPF 2x10 ea. half when home will have o.c. mex. Joists may be #3 SPF 2x10s for 28' wide.. continuous support al the marriage line when installed on -site. Joists may be 93 SPFwith frameon censtmction. pp g - -G - 2 Q / 5) End & bandjoists may be triple members whrn required far certain STATE O F + 9 :• 4Lj foundation applications. i O_•• ; •!(�. Double #3 SPF ed joist & band joisL Same.1. as anal joists. 3/W4.lag screw each outrigger to 600rlokt Place in any pre- punched hole ettre 1: d4! �]g 2 15:55:16-04'00' 3r8'x3' lag screw w/4Ga. Steel pressure dip - every otherjoist (32' o.c..a ). Joists located floor joist over outriggers need not be clipped. ` / /I� / / 10'or 12'Sleel l-Beam _I 158" max for 28' ,ides. 14Ga. Min. steel Z-sedlon 41.25" max. - 32' wides • 99.5" C.C. 182" max (w 32',ides. outriggers. 4 min. par side 2g 25' max - 26 wide. 13Ga. min. 3'x1.12'steel C- p 162' max for 42',ides. ndudirg o 8rear cross 31.25'max-42'vAdes channel 6'-0'o.c. mu. Rear rnB1" ssmember to be placed at STEEL SUPPORT FRAME -ON top flange of l-beams. W #3 SPF IeO joist, secure to header joist w/4-8d nab or 5- 15Ga.x7N6W-12' staples. (direct). Unit Centerline -1. Center Girder 2x10 Tmnsvers Simpson LU28 hanger (or equivalent) Joist w/ 8-10d nab Into center girder & 6• 10d nails into joist JOIST HANGER CONNECTION AT CENTER GIRDER Center Girder :��:� �� Double end jolat 2' w12x10s or 1 Zs -� - �9 °+or- 10 CENTERLINE GRIDER NOTCH DETAIL Ntrimmerjoists w/4-8d nails III ors-15Ga.x7/16'x2-1/2' 40 max. staples. (Maytoe-natl). Double #3 SPF Joist length / 3 (max.) ldmmerloists 3' max. di.. hote for -to 3°max for 2x10s. 0 FLOOR OPENING 2' min edge distance 1-12' for 2x10 Notch may be at top or tmm top 8 bottom. bottom of told NORMAL FLOOR JOIST DRILLING & NOTCHING DETAIL 3/8" mir wall bog outside Truss Ceiling penetration for fireplace chimney, furnace or water roof jacks, round metal duct connectors, etc. Too of opening is closed off by ig gypsum. See detail for atratlons. 10 min. gypsum board colter. Two Ceiling penetration for fireplace pleces tight fitted around penetration chimney, fumace or water roof lacks, (no gap.). If gap is present, treat per round metal duct connectors, etc. ` - detail above. ALT. CEILING PENETRATION Inside walls of compartment are covered with 3/8" min. gypsum wall board. Tight fitting hole (+ 12' diameter max) with fiberglass insulation tat door or passage packed Into void or sealed with a Stud rr with inside covered fre resistant foam or caulk. 1318• min, gypsum// Pipe ,��pVEY T. LF��,��+ ��4 ��G.ENSF•;G� Tight fitting hole (+ 1/2' No 52231 *� diameter max.) with fiberglass insulation packed into void or sealed with a fire resistant foam or 9 STATE OF W caulk. �i O •' �!/; Firestop DWV B water line penetrations through the floor. a Tight filing hole (+ 12" diameter max.) U Jeffre T. with fiberglass Insulation packed into void y or sealed with a fire resistant foam or Legault caulk. Blocking each side of floor 2019.07.24 cutout Size blocking to Waterlines 15:54:50-04'00' CEILING PENETRATION match joists. PLUMBING FIRE STOP 12' min. ceiling gypsum. Truss bottom chord / 1 Fasten gyp. collar to 3/8" min. plywood or OSB backer w/4- #Bxt-12' screws (each piece). 12" min. ceiling Tub shown for typical /gypsum. firestopping detail. / Apply 2x lumber backer to _ r( perimeter of cutout area and fasten 12' min. gypsum board (or fiberglass insulation) to it Seal any gap or void with fire resistant foam or caulk. Fl—joist FURNACE OR WATER HEATER COMPARTMENT Appliance installed on main level NaN�es 1) Exterior walls, openings and penetrations shall have a fire separation of not less than 5 feet. ' - Top or bottom plate CONCEALED WALL SPACE 518" type X Gypsum Installed on garage side of the exterior wall and ceiling. .y Garage Area The gypsum board installed on the garage side may be overlaid on 318" OSB or plywood sheathing. Doors installed between living area and garage shall be have a 20 minute rating. Dormer edge rail at , end truss bottom chord att end endawall W 2x6 exterior framed wall w/R- 19 fiberglass insulation. Living Area ------ ► SITE BUILT GARAGE FIRE SEPARATION J a t � PRODUCT APPROVAL, SPECIFICATION SIIFET Mmunracturer: Skyline Hmues, Ocala, Florida Plan N 6233 MA As required by Florida Statue 553.842 and Florida Administrative Code 61 G20-3.006, please provide the information and the product approval number(s) on the building components listed below if tilcy are to be utilized on the manufactured building for which you tee applying for a PFS certification. We recommendyou contact your product supplier should you not know the product approval number for any of the applicable listed products. More information about statewide product approval cam be obtained at tww Arvidalmilding.ivn Cate ory Manufacturer Product Description Approval #. s) EXTERIOR DOORN Swinging Swinging TrinityGlass International Thelma Tm Corporation Fiberglass InfOut Swing Double Fiberglass 1/0 Swing Fiber ass idOut Swing FLI5255.9/FL15129.1 FLI5129.8 FLI5225.5 Sliding Khoo Vinyl 1600 Series F12865.2 Atrium 'nierma Tru Corporation Fiber ass In/Out Swing FL15225.5 Outer NA wiminws Sin Ic Hunct Kimo Vinyl 9750 Series Sit FL993.1 Hodzontnl Slider More Vinyl 9750 Series IIS FL993.2 Casement NA DoubleHung NA Fixed Kinro Vinyl 9700 Series PW FL995.2 / FL995.3 / 171,995.4 / FL995.5 / 171,995.6 / FL995.7 Auning NA Projected NA Mullion NA Other NA 1 rncl %. all Siding Nicldba USA, Inc. Ply Gem Siding Group Fiber Cement Panel Siding Vinyl -Georgia Pacific Parksido FL12098.1 FL17758.1 Soffits Ply Gcm Siding Group Alum. Vardform/Dumbuilt D6 FL17673.1 Wall Louver NA Glass Block NA Membrane NA Ogler NA ROOFING PRODucrs Asphalt Shingles Owcre-Corning Supreme AR FL10674.1 Underlavmcnls Mid-Statcs As mlt MSA ASTM D 226 159 Felt FLI5067.1 Roofing Fasteners NA Non -Structural Metal NA * : No 5223.1 Q: STATE OF :�41J OR T 1 2019.10.1'00' 9auib�Fss,ONA�E E`` o' 4 14:31:57 Category Manufacturer Product Description Approval # (s) Roofin Awcssorics Ucniamin Obdykc Inc. Xtmctor Xl8 Ride Vent FL7751.3 ModiOed Bitumen NA Roofin Tiles NA Roolintinsulation NA Waterproofing NA Cements -Adhesives- Coatings TAMKO Building Products Tam -Pro Wei or Dry FL1960 Roof Tile Adhesive NA Olhcrs NA SIII7rTRR.S Others NA SKVLIGIITS Skylight Solatube International 10"114"/21"domes FL11480/FLI 1561 Others NA SPRUCTURAI. COMPONENTS Wood Connector/Anchor Simpson Strong -Toe Simpson Strong -Tic Simpson Strong -Tic thvricaneTie Joistilanger Straight Suop F1.10456 FL10655 FL10852/FL13872 Truss Plates Mitck Connector Diates FL2197 Engineered Lumber NA _ Railing -Porch NA Deck &Roof NA Walls NA Owners NA The products listed below did not demonstrate product approval at plan review. 1 understand that at the time of inspection of these products, the following information must be available to the Inspector at the manufacturing plan: 1) Copyof the product approval for the Local or Slide Building Commission, or supply all of the information fisted on Fori No.61020-3.006. (2) Copy of One applicable manufacturers' installation requirements. I understand these products may have to be removed if approval carrot be demonstrated during the inspection. Edward L Weber. P.E. 111'_e^_- 1018119 Manufacturers' Authorized Agent Signature Printed Name Bate 3 w TABLE OF CONTENTS (Structural Calculations) Pacte No. / No. of Sheets Calculation Description App. B: 0 - B: 0.1 / 2 shts. Design Wind Pressures App, B: 0.2 / 1 sht. Design Wind Pressure Table App. B: 1 - B: 1.1 / 2 shts. Floor Joist App, B: 1.2 - B: 1.4 / 3 shts. Floor Girder App. B: 2 - B: 2.2 / 4 shts. Exterior Studs App. B: 2.3 / 1 sht. Sills App. B: 2.4 / 1 sht. Sill & Plate Fastening App. B: 2.5 - B: 2.6 / 4 shts. Headers App. B: 2.7 / 1 sht. Header Fastening App. B: 2.8 / 2 shts. uplift Fastening App. B: 3 - B: 3.1 / 2 shts. Wall Bracing App. B: 4 - B: 4.2 13 shts. Endwall Hood App. B: 5 / 1 sht. Roof Diaphragm App, B: 6 / 1 sht. Ridge Beam App. B: 7, - B: 7.2 13 shts. Centerline Columns App. B: 8 - B: 8.1 / 2 shts. Dormer Rafters App. B: 9 / 1 sht. Truss Cantilever ��uurrrr�� ,,��•�. GEN0.0 sF:�G�� No. 52231 STATE OF00. 0rN Jeffrey T. g Legault 2019.10.10 14:31:38-04'00' ' BY: ELW Design Wind Pressures (Comp. & Clad.) PAGE: App. B; 0 DATE: 31612018 for Vult. =160 mph - Exp. C REF: Caics. Design References -ASCE 7 -10 (Method 1) • See Figure 30.5-1 for loading descriptions per ASCE 7 -10.. Component and Cladding Variables: Height, h = 15.0 ft Importance Factor, I = 1.0 r End Zone, a = 4.0 ft Adjustment Factor, F = 1.21 Min. Roof Pitch = 14.0 degrees (3 in 12) Topographic Factor, Kzt = 1.0 Max. Roof Pitch = 26.6 degrees (6 in 12) - Conversion to Allowable Stress Design Pnet30 @ 1 - interior zone of roof = -42.1 psf x 0.6 = -25.3 psf Pnet30 @ 2 - end zone of roof = -73.4 psf x 0.6 = -44.0 psf Pnet30 @ 3 - comer zone of roof = -108.5 psf x 0.6 = -65.1 psf Pnet30 @ 4 - interior zone of wall = -50.0 psf x 0.6 = -30.0 psf 46.1 psf x 0.6 = 27.7 psf Pnet30 @ 5 - end zone of wall = -61.7 psf x 0.6 = -37.0 psf 46.1 psf x 0.6 = 27.7 psf -57.2 psf x 0.6 = -34.3 psf @ 21.6 sq. ft. Swinging Doo 43.9 psf x 0.6 = 26.3 psf @ 21.6 sq. ft. Swinging Doo -53.8 psf x 0.6 = -32.3 psf @ 40.0 sq. ft. Sliding Door 42.1 psf x 0.6 = 25.3 psf @ 40.0 sq. ft. Sliding Door Pnet30 @ 2 - end zone of roof overhang * = -85.9 psf x 0.6 = -51.5 psf Pnet30 @ 3 - corner zone of roof overhang * = -144.4 psf x 0.6 = -86.6 psf Design Wind Pressures: Design Wind Pressure, Pnet = F x Kzt x I x Pnet30 Pnet @ 1 - interior zone of roof = -50.9 psf x 0.6 = -30.6 psf Pnet @ 2 - end zone of roof = -88.8 psf x 0.6 = -53.3 psf Pnet @ 3 - comer zone of roof = -131.3 psf x 0.6 = -78.8 psf Pnet @ 4 - interior zone of wall = -60.5 psf x 0.6 = -36.3 psf 55.8 psf x 0.6 = 33.5 psf Pnet @ 5 - end zone of wall = 74.7 psf x 0.6 = -44.8 psf 55.8 psf x 0.6 = 33.5 psf -69.2 psf x 0.6 = -41.5 psf @ 21.6 sq. ft. Swinging Doo 53.1 psf x 0.6 = 31.9 psf @ 21.6 sq. ft. Swinging Doo -65.1 psf x 0.6 = -39.1 psf @ 40.0 sq. ft. Sliding Door 50.9 psf x 0.6 = 30.6 psf @ 40.0 sq. ft. Sliding Door Pnet30 @ 2 - end zone of roof overhang * = -103.9 psf x 0.6 = -62.4 psf Pnet30 @ 3 - corner zone of roof overhang * = -174.7 psf x 0.6 = -104.8 psf * - Not applicable to roof coverings, per R301.2.1 Florida Building Code - Residential. BY: ELW Design Wind Pressures (MWFRS) PAGE: App. B: 0.1 DATE: 10/19/2016MEN� for Vult. =160 mph - Exp. C REF: Calcs. Design References - ASCE 7 -10 (Method 2) • t See Figure 28.6-1 for loading descriptions. f ' Main Wind Force Resisting System Variables: Height, h = 15.0 ft Importance Factor, I = 1.0 End Zone, 2a = 8.0 ft Adjustment Factor, F = 1.21 Roof Pitch = 11.6 degrees (2.46 in 12) Topographic Factor, Kzt = 1.0 ` Conversion to Allowable Stress Design Ps30 @ A - end zone of wall = 47.5 psf x 0.6 = 28.5 psf Ps30 @ B - end zone of roof = -18.3 psf x 0.6 = -11.0 psf (use 0.0) • i Ps30 @ C - interior zone of wall = 31.6 psf x 0.6 = 19.0 psf ' Ps30 @ D - interior zone of roof = -10.6 psf x 0.6 = -6.4 psf (use 0.0) i Ps30 @ E - end zone of windward roof = -48.8 psf x 0.6 = -29.3 psf Ps30 @ F - end zone of leeward roof = -30.5 psf x 0.6 = -18.3 psf Ps30 @ G - interior zone of windward roof = -34.0 psf x 0.6 = -20.4 psf Ps30 @ H - interior zone of leeward roof = -23.3 psf x 0.6 = -14.0 psf Ps30 @ EOH - end zone of roof overhang = -68.3 psf x 0.6 = -41.0 psf i Ps30 @ GOH - interior zone of roof overhang = -53.5 psf x 0.6 = -32.1 psf Design Wind Pressures: Design Wind Pressure, Ps = F x Kzt x I x Ps30 Ps @ A - end zone of wall = 57.5 psf x 0.6 = 34.5 psf Ps @ B - end zone of roof = 0.0 psf x 0.6 = 0.0 psf Ps @ C - interior zone of wall = 38.2 psf x 0.6 = 22.9 psf Ps @ D - interior zone of roof = 0.0 psf x 0.6 = 0.0 psf Ps @ E - end zone of windward roof = -59.0 psf x 0.6 = -35.4 psf Ps @ F - end zone of leeward roof = -36.9 psf x 0.6 = -22.1 psf Ps @ G - interior zone of windward roof = -41.1 psf x 0.6 = -24.7 psf Ps @ H - interior zone of leeward roof = -28.2 psf x 0.6 = -16.9 psf Ps @ EOH - end zone of roof overhang = -62.6 psf x 0.6 = -49.6 psf Ps @ GOH - interior zone of roof overhang = -64.7 psf x 0.6 = -38.8 psf By: Ed Weber Design Wind Pressures per 2010 Page: App. B: 0.2 Date: 316/18 ONE per ASCE 7 -10 & 2017 Florida Ref: Calcs, Building Code - Residential TABLE OF DESIGN WIND PRESSURES (ail values are PSF) - h =15 ft- I=1.0 - Roof Pitch = 2.46/12 Element: Vult. WIND SPEED (MPH - 3 SECOND GUST) 180 MPH, EXPOSURE C ANCHORAGE FOR LATERAL AND VERTICAL STABILITY Net horizontal drag (in all areas except the following): 22.9 Within 8 ft. of sidewall/endwall comer. 34.5 Net horizontal drag on roof projection (in all areas except the following): 0.0 Within 8 ft. of sidewall/endwall comer. 0.0 Uplift (in all areas except the following): -24.7 Within 8 ft. of endwalls: -35.4 Overhangs: -38.8 Overhangs (within V of comer): -49.6 MAIN WIND FORCE RESISTING SYSTEM Shearwalls, diaphragms & anchorage systems (in all areas except the following): 22.9 Within 8 ft. of sidewall/endwall comer. 34.5 Ridge beams and other roof supporting beams (in all areas except the following): -24.7 Within 8 ft. of endwalls: -35.4 Overhangs: -38.8 Overhangs (within 8' of come!): -49.6 COMPONENTS AND CLADDING Roof framing, sheathing & fastening (in all areas except the following): -30.6 Within 4 ft. of endwalls, sidawalls & ridge: -53.3 Within 4 ft. of corners & endwall ridge: -78.8 Overhangs: -62.4 Overhangs (within N of comer): -104.8 Exterior roof coverings (in all areas except the following): -30.6 Within 4 ft. of endwalls, sidawalls & ridge: -53.3. Within 4 ft. of comers & endwall ridge: -63.3 Wall studs In sidawalls & endwalls, exterior glazing, exterior coverings & fastenings: +33.5 / -36.3 Within 4 ft. of sidewall/endwall corner +33.5 / -44.8 Swinging Door within 4 ft, of comer: +31.9 / -41.5 Sliding Door within 4 ft. of comer. +30.6 / -39.1 'By: ELW ■ Date: 4/27/2012 W Page: App. B: 1 FLOOR JOIST CALC. Ref: Sheet 14 L JOIST: 143 SPF Zx10 DURATION FACTOR (Cdr): 1 DECKING: 19/32" or 5/8" PLYWOOD Fb: 500 PSI SIZE FACTOR (Cq: 1.1 N. 1.655 IN^2/FT Fv: 135 PSI REP. USE FACTOR (Cr): 1.15 A: 1.728 IN"2 E: 1200000 PSI FLOOR LIVE LOAD (LL): 40 PSF B': 16 IN B: 1.5 IN FLOOR DEAD LOAD (DL): 10 PSF D': 0.625 IN D: 9.25 IN JOIST SPACING (JS): 16 IN E': 1000000 PSI ** Calculate Section Properties ** AREA Y N AxN^2 Ix Ix+(AxN^2) SECTION (IN"2) (IN) AREAxY (IN) (IN^4) (IN A4) (IN A4) JOIST 13.875 4.625 64.172 0.5468 4.148 98.932 • 103.079 ' DECKING 1.728 9.6625 16.522 4.3907 33.309 0.271 33.580 TOTALS 15.603 80.694 Ixx = 136.660 i IN^4 Be=B'*(E'/E)= 13.333 IN ; N.A. = TOTAL AREW / TOTAL AREA-- 5.172 IN Q=Bx(N.A.)x[(N.A.)/2]= 20.060 IN113 Sxb = Ixx / N.A. = 26.424 IN^3 <--. CONTROLS Sxt = ixx / (D+D'-N.A.) = 29:057 IN^3 *** MAX. SPAN BASED ON ROOF LOAD *** ** Calc. Distributed Loading ** ** Calc. Max. Span Based on Shear" (DL+LL)*(JS) Fv'' = Fv * Cdr = 135.0 PSI W = = 5.56 PLI 144 2*Fv*B*I L max2 = + (2 * (D+D')) 516.4 IN (LL)*(JS) Q * W W1 - -- - - 4.44 PLI 144 **Caic. Max. Span Based on Deflection** 384*E*I *''Caic. Max. Span Based on Bending** L max3 = (------) A (1/3) 211.4 5*240*W Fb' = Fb * Cdr * Cf * Cr = 632.5 PSI 384*E*l Lmaxl=(FV*S*8/W)A(1/2) 155.1 Lmax4=(----)A(1/3) _ __-___ <--con ro s 5*360*W1 • • By: ELW Date: 6/6/2014 4 JOIST: 142 SPF / S. Pine 2xl0 Fb: 800 PSI Fv: 135 PSI E: 1200000 PSI B: 1.5 IN D: 9.25 IN Page: App. B: 1.1 N_ FLOOR JOIST CALC. Ref: Sheet 14 DUR. FACTOR (Cdr): 1 SIZE FACTOR (Cf): 1 REP. USE FACTOR (Cr): 1.15 FLOOR LIVE LOAD (LL): 40 PSF FLOOR DEAD LOAD (DL): 10 PSF JOIST SPACING (JS): 16 IN DECKING: 19/32" or 5/8" PLYWOOD A: 1.555 I N^2/FT A: 1.728 IN^2 B': 16 IN D': 0.625 IN E': 1000000 PSI ** Calculate Section Properties ** AREA Y N AxN^2 Ix Ix+(AxNA2) SECTION (IN^2) (IN) AREAxY (IN) (IN^4) (IN^4) (IN^4) JOIST 13.875 4.625 64.172 0.5468 4.148 98.932 103.079 DECKING 1.728 9.5625 16.522 4.3907 33.309 0.271 33,580 TOTALS 15.603 80.694 Ixx = 136.660 INA4 Be = B' * (E'/ E) = 13.333 IN N.A. = TOTAL AREAxY I TOTAL AR EA-- 5.172 IN Q=Bx(N.A.)x[(N.A.)/2]= 20.060 IN^3 Sxb = Ixx / N.A. = 26.424 IN^3 <--- CONTROLS Sxt = Ixx / (D+D'-N.A.) = 29.057 IN^3 *** MAX. SPAN BASED ON ROOF LOAD *** ** Cale. Distributed Loading ** (DL+LL)*(JS) W = —r ----- = 6.56 PLI 144 **Cale. Max. Span Based on Bending** Fb' = Fb * Cdr * Cf * Cr = 920.0 PSI L maxl = (Fb'* S * 8 1 W) A (1/2) _ ** Cale. Max. Span Based on Shear ** Fv' = Fv * Cdr = 135.0 PSI 2*Fv*B*I L max2 = -- + (2 * (D+D')) Q*W **Cale. Max. Span Based on Deflection** 384*E*1 Lmax3=( )A(1/3) _ 5*360*W ====== <—con ro s Uy. L.L.VV v�� r�.. �. vv.•. ... .. .. .�... Date: 4/10/2014 SECTION MODULUS CALCULATION • -V-. ..rr• -' -- Ref: Sheet 14 . JOIST: 442 SYP or SPF 2xl2s Decking: 19/32" PLYWOOD B: 4.5 IN (only 3 effective) B': 16 IN • D: 11.25 IN D': 0.196 IN E: 1400000 PSI E': 1000000 PSI I AREA Y N AxN"2 Ix Ix+(AxN"2) SECTION (IN"2) (IN) AREAxY (IN) (IN-4) (IN"4) (IN^4) JOIST 50.625 5.625 284.766 0.242 2.977 533.936 536.913 DECKING 2.24 11.348 25.420 5.481 67.280 0.007 67.288 f TOTALS 52.865 310.185 Ixx = 604,200 - Be = B' * (E'/ E) = 11.429 IN N.A. = TOTAL AREAxY / TOTAL AREA = 5.867 IN ` Q = B x N.A. x (N.A./2) = 77.462 IN"3 Sxb = Ixx / N.A. = 102.974 IN^3 <----- CONTROLS Sxt = Ixx J (D+D'-N.A.) = 108.309 IN^3 2.354/12 = 0.196" r See plywood design spec. JOIST: 442 SYP or SPF 2x10s Decking: 19/32" PLYWOOD B: 4.5 IN (only 3 effective) B': 16 IN D: 9.25 IN D': 0.196 IN E: 1400000 PSI E': 1000000 PSI AREA Y N AxN^2 c Ix Ix+(AxNA2) SECTION (IN "2) (IN) AREAxY (IN) (IN-4) (IN-4) (IN^4) E F JOIST 41.625 4.625 192.516 b.241 2.421 296.795 299.216 DECKING 2.24 9.348 20.940 4.482 44.994 0.007 45.001 `s TOTALS 43.865 213.455 Ixx = 344.218 Be = B' * (E'/ E) = 11.429 IN N.A. = TOTAL AREAxY / TOTAL AREA = 4.866 IN Q = B x N.A. x (N.A./2) = 53.279 IN"3 Sxb = Ixx / N.A. = 70.737 IN"3 <----- CONTROLS Sxt = Ixx / (D+D'-N.A.) = 75.160 IN^3 2.354/12 = 0.196" See plywood design spec. BY: ELW ■ Center Beam calculation PAGE: App. B:1.3 DATE: 6/6/2014 ORNIUME (32' Wide) REF: Sheet 14 (Floor Load Only) WL f LTA ' I ' AL AL L L L L Roof Duration factor, Cd = 1.00 Floor Dead Load, FDL = 10.00 PSF Repetitive factor, Cr = 1.15 Floor Live Load, FLL = 40.00 PSF Shear Stress factor, Ch = 1.00 Roof Dead Load, RDL = 0.00 PSF Beam Dead Load, BDL = 17.50 PLF Roof Live Load, RLL = 0.00 PSF W = [(((RLL + RDL + FLL + FDL) x (182-5.5/12)) + BDL) / 12] = 62.74 PLI Center Beam is: 442 SPF / S. Pine 2x12s Fb = 750.00 PSI B = 4.50 IN MOE = 1400000, PSI Fv = 135.00 PSI D = 11.25 IN Sx = B x D^2 / 6 = 102.974 IN13 Ix = B x DA3 / 12 = 604.200 IN^4 Q = 77.462 IN^3 DETERMINE MAXIMUM SPAN (pq2-309 AISC 9th ED.) SHEAR: V = 0.600 x W x (L-2D) Fv x Cr = VQ/IB => V = FvCrBI/Q => L=(FvxCdxChxBxl/(Qx0.600xW))+20= 148.37 IN. BENDING: M=0.1 xWxL^2 FbxCr=M/Sx=>M=FbxCrxSx => L = ((Fb x Cd x Cr x Sx) / (0.100 x UV))^1 /2 = 118.98 IN. Controls DEFLECTION: Allowable deflection = U360 DEF = (0.013021 x W x LA4) / (MOE x 1) = U360 => L = ((MOE x Ix) / (360 x 0.013021 x W))^1/3 = 142.21 IN. J ----------------------- BY: ELW ■ Center Beam calculation PAGE: App. B: 1.4 DATE: 6/6/2014 �6,E (32' Wide) REF: Sheet 14 WL WL L L L Roof Duration factor, Cd = 1.15 Repetitive factor, Cr = 1.15 Shear Stress factor, Ch = 1.00 Beam Dead Load, BDL = 17.50 PLF Floor Dead Load, FDL = 10.00 PSF Floor Live Load, FLL = 40.00 PSF Roof Dead Load, RDL = 15.00 PSF Roof Live Load, RLL = 20.00 PSF W = [(((RLL + RDL + FLL + FDL) x (182-5.5/12)) + BDL)112] = 10544 PLI Center Beam is: 442 SPF / S. Pine 2x12s Fb = 750.00 PSI B = 4.50 IN MOE = 1400000 PSI Fv = 135.00 PSI D = 11.25 1N Sx = B x D^2 / 6 = 102.974 IN^3 Ix = B x D^3 / 12 = 604.200 IN^4 Q = 77.462 IN^3 DETERMINE MAXIMUM SPAN (pa 2-309 AISC 9th ED.) SHEAR: V = 0.600 x W x (L-21)) Fv x Cr = VQ/IB => V = FvCrBI1Q => L=(FvxCdxChxBxl/(Qx0.600xW))+2D= 108A7 IN. BENDING: M=0.lxWxL^2 FbxCr=M/Sx=>M=FbxCrxSx => L = ((Fb x Cd x Cr x Sx)1(0.100 x W))^112 = 98.33 IN. Controls DEFLECTION: Allowable deflection = U360 DEF = (0.013021 x W x L^4) / (MOE x 1) = U360 => L = ((MOE x Ix) / (360 x 0.013021 x W))^1/3 = 119.54 IN. --,-.-..,,-----•---„--..,,,�-.r.�-.-.w-:_,-..._,. . r- -- -------- - Y_,.\,. - r. .. -c- .----- -- --•- - _-..-._,.....-- :°:1.. BY: ELW DATE: 10/20/15 N � SIDEWALL STUD CALC. PAGE: App. B: 2 Ranch (2.46/12) REF: Sheet 12 160 mph - Exp. C ` Lumber: 142 SPF or S. Pine 2x6 Size Factor, Cf: 1.3 Roof Dead Load, DL: 15 psf Fb (SPF): 875 psi Wind Duration Factor; Cd: 1.6 Wind Horiz. Drag, WD: 44.8 psf Fb (SP): 1000 psi Repetitive Use Factor, Cr: 1.15 Stud Spacing, SS: 16 in FV: 135 psi Unit Width, UW: 182 in MOE: 1400000 psi Sidewail Overhang, SO: 7 in Ft: 450 psi Stud Height, SH: 101 in B: 1.5 in D: 5.5 in ** Section Properties ** ** Check Stud Fastening ** Sx = B * D^2 / 6 = 7.5625 inA3 Ix = B * D^3 /12 = 20.80 in^4 15Ga.x7/16"x2-1/2" staple capacity: 64 x 0.82 x1.6 x 0.67 = 56.26 Ibs ** Calculate Distributed Loading ** No. staples req'd = V / staple capacity= 4.47 W = WD* SS * 1/144 = 4.98 pli Therefore use 5-staples at each end of studs. 12d nail capacity: ** Check Bending Stress ** 79 x1.6 x 0.67 = -84.69 Ibs Mmax = (W * SH^2) / 8 = 6347 in-Ibs No. staples req'd = V / staple capacity = 2.97 Fb' (SPF) = Fb*Cf Cd*Cr = 2093 psi Therefore use 3-nails at each end of studs. Fb' (SP) = Fb*Cd*Cr = 1840 psi fb req'd = Mmax /Sx = 839 psi < fb therefore OK. ** Check Shear Stress ** Vmax = (W * SH) / 2 = 251 Ibs Fv' = Fv * Cd = 216 psi fv req'd=(3*Vmax)/(2*B*D)= 45.7 psi < fv therefore OK. ** Check Deflection "* DEF =(5 * W * SH^4) / (384*MOE*lx) = 0.232 in DEF allow. = SH / 240 = 0.421 in > DEF, therefore OK. •BY: ELW JAMB STUD CALL. PAGE: App. B: 2.1 I DATE: 10/20/2015 Wn. ism Ranch (2,46/12) REF: Sheet 12 160 mph - Exp. C • Lumber. 242 SPF or S. Pine 2x6 Size Factor, Cf 1.3 Roof Dead Load, DL: 15 psf Fb (SPF): 875 psi Wind Duration Factor, Cd: 1.6 Wind Uplift Load, WU: 78.8 psf Fb (SP): 1000 psi Repetitive Use Factor, Cr. 1.1.5 Uplift Load @ Eave, WE: 104.8 psf Fr. 135 psi Unit Width, UW: 182 in Wind Horiz. Drag, WD: 44.8 psf i MOE: 14000b0 'psi Sidewall Overhang, SO: 7 in Header Length, HL: 46.5 in 1 Ft: 450 psi Stud Height, SH: 101 in I w B: 3 , in ; ! D: 5.5 in ** Section Properties ** Sx = B * D^2 / 6 = 15.125 inA3 Ix = B * D A 3 /12 = 41.59 in^4 **Calculate Distributed Loading,** W = WD* ((HL+14.5)/2+1.5) * 1/144 = 9.96 pli *" Check Bending Stress ** Mmax = (W * SH^2) / 8 = 12695 in-Ibs Fb' (SPF) = Fb*Cf Cd*Cr = 2093 psi Fb' (SP) = Fb*Cd*Cr = 1840 psi fb req'd = Mmax /Sx = 839 psi < fb therefore OK ** Check Shear Stress ** Vmax = (W * SH)12 = 503 Ibs Fv' = Fv * Cd = 216 psi fv req'd=(3*Vrmax)/(2*B*D)= 45.7 psi <fvtherefore OK, ** Check Stud Fastening ** 15Ga.x7116"x2-1/2" staple capacity: 64 x 0.82 x1.6 x 0:67 = 56.26 Ibs No. staples req'd = V / staple capacity / No. of studs = 4.47 Therefore use 5-staples at each end of studs. 12d nail capacity: 79 xl .6-x 0.67 = 84.69 Ibs No. staples req'd = V / staple capacity / No. of studs = 2.97 Therefore use 3-nails at each end of studs. ** Check Deflection ** DEF =(5 * W * SH^4) / (384*MOE*Ix) = 0.232 in DEF allow. = SH / 240 = 0.421 in > DEF, therefore OK ** Check Tension ** ((W U-D L)*(UW)^2/2)+((W E-DL)*SO*(UW+SO/2)) Wu = — . - 44.77 pii UW*144 T = Wu * ((HL+14.5)/2+1.5) = 1433 Ibs Ft = Ft * Cf * Cd = 936 psi ft req'd = T / (B*D) = 86.8 psi < ft, therefore OK ** Check Combined Bending & Tension ** (ft req'd/Ft) + (fb req'd/Fb') < or = 1.0 (ft req'd/Ff) + (fb req'd/Fb') = 0.49 and (fb req'd - ft req'd) / Fb' < or = 1.0 (fb req'd - ft req'd) / Fb' = 0.36 Both less than or equal to 1, therefore OK BY: ELW c DATE: 10/20/2015 . � '�� JAMB STUD CALL. PAGE: Ranch (2.46/12) REF: App, B: 2.1 a Sheet 12 160 mph - Exp. C Lumber: 342 SPF or S. Pine 2x6 Size Factor, Cf. 1.3 Roof Dead Load, DL: 15 psf Fb (SPF): 875 psi Wind Duration Factor, Cd: 1.6 Wind Uplift Load, WU: . 78.8 psf Fb (SP): 1000 psi Repetitive Use Factor, Cr: 1.15 Uplift Load @ Eave, WE: 104.8 psf Fv: 135 psi Unit Width, UW: 182 in Wind Horiz. Drag, WD: 44.8 psf MOE: 1400000 psi Sidewall Overhang, SO: 7 in Header Length, HL: 72 in Ft: 450 psi Stud Height, SH: 101 in B: 4.5 in D: 5.5 in ** Section Properties ** ** Check Stud Fastening ** Sx = B ` D112 16 = 22.688 in"3 Ix = B * D A 3 /12 = 62.39 in^4 15Ga.x7/16'W-1 /2" staple capacity: + 64 x 0.82 x1.6 x 0.67 = 56.26 Ibs ** Calculate Distributed Loading ** W = WD* ((HL+14.5)/2+1.5) * 1/144 = 13.92 pli ** Check Bending Stress ** Mmax = (W * SH^2) / 8 = 17753 in-lbs Fb' (SPF) = Fb*Cf Cd*Cr = 2093 psi Fb' (SP) = Fb*Cd*Cr = 1840 psi fb req'd = Mmax /Sx = 782 psi < fb therefore OK. ** Check Shear Stress ** Vmax = (W * SH) / 2 = 703 Ibs FV = Fv * Cd = 216 psi fv req'd=(3*Vmax)/(2*B*D)= 42:6 psi < fv therefore OK. No. staples req'd = VI staple capacity / No. of studs = 4.17 Therefore use 5-staples at each end of studs. 12d nail capacity: 79 x1.6 x 0.67 = 84.69 Ibs No. staples req'd = V / staple capacity / No. of studs = 2.77 Therefore use 3-nails at each end of studs, ** Check Deflection ** DEF =(5 * W * SHA4) / (384*MOE*Ix) = 0.216 in DEF allow: = SH 1240 = 0.421 in > DEF, therefore OK. ** Check Tension ** Wu= ((W U-DL)*(UW)^2/2)+((WE-D L)*SO*(UW+SO/2)) - = 44.77 pli UW*144 T = Wu * ((HL+14.5)/2+1.5) = 2003 Ibs• Ft' = Ft * Cf * Cd = 936 psi ft req'd = T /(B*D) = 80.9 psi < ft, therefore OK. ** Check Combined Bending & Tension ** (ft req'd/Ft) + (fb req'd/Fb') < or = 1.0 (ft req'd/Ff) + (fb req'd/Fb') = 0.46 and (fb req'd - ft req'd) / Fb' < or = 1.0 (fb req'd - ft req'd)•I Fb' = 0.34 Both less than or equal to 1, therefore OK. •BY: ELW JAMB STUD BETWEEN WINDOWS PAGE: App. B: 2.2 • DATE: 10/20/2015 Ranch (2.46/12) REF: Sheet 12 160 mph - Exp. C Lumber. 342 SPF or S. Pine 2x6 Size Factor, Cf. 1.3 Roof Dead Load, DL: 15 psf Fb (SPF): 875 psi Wind Duration'Factor, Cd: 1.6 Wind Uplift Load, WU: 78.8 psf i Fb (SP): 1000 psi Repetitive Use Factor, Cr. 1.15 Uplift Load @ Eave, WE: 104.8 psf I Fv: 135 psi Unit Width, UW: 182 in Wind Horiz. Drag, WD: 44.B psf i MOE: 1400000 psi Sidewall Overhang, SO: 7 in Header Length, HL: 46.5 in Ft: 450 psi Stud Height, SH: 101 in B: 4.5 in D: 5.5 in ** Section Properties ** Sx = B * D A 2 / 6 = 22.688 in^3 Ix = B * D A 3 /12 = 62.39 inA4 ** Calculate Distributed Loading ** W = WD* (HL+B) * 1/144 = 15.87 pli ** Check Bending Stress ** - Mmax = (W * SH^2) / 8 = 20232 in-Ibs Fb' (SPF) = Fb*Cf Cd*Cr = 2093 psi Fb' (SP) = Fb*Cd*Cr = 1840 psi fb req'd = Mmax /Sx = 892 psi < fb therefore OK. ** Check Shear Stress ** Vmax = (W * SH) / 2 = 801 Ibs Fv' = Fv * Cd = 216 psi fv req'd=(3*Vmax)/(2*B*D)= 48.6 psi < fv therefore OK ** Check Stud Fastening ** 15Ga.x7/16'V--1/2" staple capacity: 64 x 0.82 x1.6 x 0.67 = 56.26 Ibs No. staples req'd = V / staple capacity / No. fo studs = 4.7 Therefore use 5-staples at each end of studs. 12d nail capacity: 79 x1.6 x 0.67 = 84.69 Ibs No. staples req'd = V / staple capacity / No. of studs = 3.15 Therefore use 3-nails at each end of studs. (Within 5%, OK) ** Check Deflection ** DEF =(5 * W * SH^4) / (384*MOE*Ix) = 0.246 in DEF allow. = SH / 240 = 0.421 in > DEF, therefore OK. ** Check Tension ** Wu= ((WU-DL)*(UW)*(UW/2)+((WE-DL)*SO*(UW+SO/2) = 44.77 pli UW*144 T = Wu * (HL+B) = 2283 Ibs Ft' = Ft * Cf * Cd = 936 psi ft req'd = T / (B*D) = 92.2 psi < ft, therefore OK. ** Check Combined Bending & Tension ** (ft req'd/Ft') + (fb req'd/Fb') < or = 1.0 (ft req'd/Ft') + (fb req'd/Fb') = 0.52 and (fb req'd - ft req'd) / Fb' < or = 1.0 (fb req'd - ft req'd) / Fb' = 0.38 Both less than or equal to 1, therefore OK • - 7 DATE: 10/20/2015 W SILL CALC. - Ranch (2.46/12) PAGE: App. B:2.3 BY: ELW ,160 mph - Exp. C REF: Sheet 12 • Cf = Size Factor — Calculate Sect. Properties — — Check Deflection — Cd = Duration Factor Sx = (B * D^2) / 6 DEF = (5*W*SL"4) / (384*MOE*Ix) • SL = Sill Length Ix = (B * D113) / 12 DEF allow. = SL / 240 SH = Max Stud Height WL = Wind Load — Check Bending Stress — — Check Shear Stress — Mmax. _ (W * SL^2) / 8 Vmax. _ (W * SL) / 2 — Calculate Dist. Loading — fb req'd = Mmax / Sx fv req'd = (3 * V) / (2 * B * D) W = (SH/2) WZ * (1/144) Fb' allow. = Fb * Cf * Cd * Cr Fv' allow. = Fv * Cd - 142 SPF 142 S. Pine Lumber 2x6 2x6 B (in) 1.5 1.5 D (in) 5.5 5.5 Fb (psi) 875 1000 Fv (psi) 135 175 MOE (psi) 1400000 1400000 Sx (in"3) 7.5625 7.5625 Ix (in^4) 20.7969 20.7969 Cf 1.3 1 Cd 1.6 1.6 Cr 1 1 SL (in) 46.5 46.5 SH (in) 101 101 WL (PSF) 44.8 44.8 W (pli) 15.71 15.71 Mmax (in-Ibs) 4246 4246 Fb' allow,. (psi) 2093 1840 fb req'd (psi) 561.51 561.51 Vmax (Ibs) 365.28 365.28 FV allow. (psi) 216 280 fv req'd (psi) 66.42 66.42 DEF (in) . 0.033 0.033 DEF allow (in) 0.258 0.258 _ I i By: Ed Weber ■ Exterior Wall Page: App. B: 2.4 Check SIII Fastening: Vmax. = 365.28 lbs. 12d nail capacity = 79 x 1.6 x 0.67. = 84.69 lbs. . Number of nails = Vmax. / Nail capacity = 4.31' Use 5 min. - 15Ga. staple capacity = 64 x 0.82 x 1.6 x 0.67 = 56.26 lbs. Number of staples = Vmax. / staple capacity = 6.49 Use 7 min.. Check Bottom Plate Fastening: W = 44.8 Ibs/ft^2 x (126"12) x ft^2/144 in"2 = 19.60 pli #8x3-1/2" screw capacity = 78 x 1.6 = 124.80 lbs. Screw Spacing = screw capacity / W = 6.37 inches max. Check Top Plate Fastenina: P = W x 24" = 470.4 lbs. Simpson H2.5T Tie Capacity (Lateal) = 135 lbs. Pact. = P - 135 lbs = 335.40 lbs. Fasten Ea. Truss w/ 3-#8x3-1/2" Screws = 3 x 78lbs x 1.6 x (1.525"/1.624") = 351.58 lbs. 351.58 lbs. > 335.40 lbs.; therefore OK ,.... ..... ... y:..�J. : � - i.. .. .... .'I , ..a�. .. i 'i-: :-. tit..--:�,�-r„•, y, r BY: ELW DATE: 10/20/2015 . INS HEADER CALCULATION PAGE: App. B: 2.5 Ranch (2.46/12) REF: Sheet 12 160 mph - Exp. C sheet 1 of 2 Unit Width (UW): 182 in Roof Duration Factor (Cdr): 1.15 #2 SPF / S. Pine Sidewall Overhang (SO): 7 in Wind Duration Factor (Cdw): 1.6 _ Fb (SPF): 875 psi Sidewall Height (SH): 99.5 in 2x3 Size factor (Cf : 1.5 Fb (SP): 1000 psi Roof Live Load (LL): 20 psf 2x4 Size factor (Cf): 1.5 I Fv: 135 psi Roof Dead Load (DL): 15 psf 2x6 Size factor (Cf): 1.3 E: 1400000 psi Wind Uplift Load (WU): 78.8 psf 2x8 Size factor (CO: 1.2 Wind Uplift Load @ Eave (WE): 104.8 psf 2x10 Size factor (CO: 1.1 Wind Horizontal Load (WH): 44.8 psf 2x4 flat use factor (Cfu): 1.1 2x6&8 flat use factor (Cfu): 1.15 2xl0 flat use factor (Cfu): 1.2 ** DISTRIBUTED LOADING ** W1 (horiz.) _ (WH*SH) / (2*144) = 15.48 pli W2 (roof)=(DL+LL)*((UW+SO)^2) / 2*UW*144 = 23.85 pli ((W U-DL)*(UW)*(UW/2)+((WE-DL)*SO*(UW+SO/2) W3 (uplift) = — = 44.77 pli UW * 144 ** SECTION PROPERTIES ** —Vertical Loads— Sx1 = b*(d^2)/6 Ix1 = b*(dA3)/12 ** DESIGN CRITERIA ** —Shear— Vmax = W * (L-20) / 2 fv = 3*V / 2*b*d F'v=Fv*Cd*Ch>fv —Deflection— Def. = 5*W*(L"4) / 384*E*Ix Def. allow. = L/240 > Def. —Horizontal Loads— Sx2 = d*(bA2)/6 Ix2 = d*(bA3)/12 —Bending— Mmax = W * (LA2) /8 fb = Mmax / Sx Fb = Fb*Cf" Cd (*1.15 if 3 members),(* Cfu if applicable) > fb —Combined Loading-- lu = Ud if lu < 7, then le = 2.06*16 Kbe = 0.438 if lu > 7, then le = 1.63*lu + 3*d CL = [(fbl / F'bl) + [fb2 / (F'b2*(1-(fbl/Fbe)^2))] < or = 1 fb1 = bending stress in uplift F'b1 = Allowable bending stress in uplift fb2 = bending stress in'horizontal F'b2 = Allowable bending stress in horizontal Rb = ((le*d) / (bA2))^0.5 Fbe = Kbe*E / Rb^2 BY: ELW DATE: 10/20/2015 HEADER CALCULATION Ranch (2.46/12) 160 mph - Exp. C *Section Properties & Dimensions* orientation edge edge flat, flat flat edge lumber 3-2x3 3-2x4 1-2x6 2-2x6 3-2x6 3-2x6 L (in) 36.5 48 24.5 47 68 72 b (in) 4.5 4.5 5.5 5.5 5.5 4.5 d (in) 2.5 3.5 1.5 3 4.5 5.5 Sx1 (in A3) 4.688 9.188 2.063 8.250 18,563 22.688 Ix1 (in^4) 5.859 16.078 1.547 12.375 41.77 62.391 " Sx2 (in A3) 8.438 11.81.3 7.563 15.125 22.688 18.563 b(2 (in A4) 18.984 26.578 20.797 41.594 62.391 41.766 ` *ROOF LOAD* Mmax (in-Ibs) 3972.1 6869.4 1789.7 6586.2 13786.6 15456.2 fb (psi) 847.4 747.7 867.7 798.3 742.7 681.3 F'b (psi) 1322.5 1.322.5 1322.5 1322.5 1322.5 1322.5 Vmax (Ibs) 375.7 489.0 256.4 489.0 703.6 727.5 fv (psi) 50.09 46.569 46,620 44.452 42.645 44.090 F'.v (psi) 155.250 155.250 155.250 155.250 155.250 155.250 Def (in) 0.067 0.013 0.052 0.087 •0.114 0.096 allow Def (in) 0.152 0.200 0.102 0.196 0.283 0.300 *UPLIFT LOAD* Mmax (in-Ibs) 7455 12893 3359 12361 25875 , 29009 fbl (psi) 1590.4 1403.3 1628.6 1498.3 1394.0 1278.6 F'bl (psi) 1840.0 1840.0 1840.0 1840.0 1840.0 1840.0 Vmax (Ibs) 705.1 917.7 481.2 917.7 1320.6 1365.4 fv (psi) 94.01 87.403 87.500 83.430 80.038 82.752 F'v (psi) 216.0 216.0 216.0 216.0 216.0 216.0 Def (in) 0.126 0.137 0.097 0.164 0.213 0.179 allow Def (in) 0.152 0.200 0.102 0.196 0.263 0.300 *HORIZONTAL WIND LOAD* Mmax (in-Ibs) fb2 (psi) F'b2 (psi) Vmax (Ibs) fv (psi) F'v (psi) Def (in) allow Def (in) *COMBINED LOADING* lu (in) le (in) Rb Fbe (psi) CL 2577.5 4458 1161.3 4273.8 8946 10030 305.5 377.4 153.6 282.6 394.3 540.3 1840.0 1840.0 1840.0 1840.0 1840.0 1840.0 243.8 317.3 166.4 317.3 456.6 472.1 32.503 30.219 30.252 28.845 27.672 28.610 216.0 216.0 216.0 216.0 216.0 216.0 0.013 0.029 0.002 0.017 0.049 0.093 0.152 0.200 0.102 0.196 0.283 0.300 14.60 13.71 16.33 15.67 15.11 13.09 31.30 32.85 31.12 34.54 38.13 37.84 1.97 2.38 1.24 1.85 2.38 3.21 158598 107986 397329 179030 108102 59667 1.0 0.97 0.97 0.97 0.97 0.99 PAGE: App. B: 2.5 REF: Sheet 12 BY: ELW HEADER CALCULATION PAGE: App. B: 2.6 ' DATE: 10/20/2015 Ranch (2.46/12) REF: Sheet 12 #3 SPF Fb: 500 psi Fv: 135 psi E: 1.200000 psi Unit Width (UW): Sidewall Overhang (SO): Sidewall Height (SH): Roof Live Load (LL): Roof Dead Load (DL): Wind -Uplift Load (WU): Wind Uplift Load @ Eave (WE): Wind Horizontal Load (WH): ** DISTRIBUTED LOADING ** 160 mph - Exp. C Sheet l of 2 182 in Roof Duration Factor (Cdr): 1.15 10 in Wind Duration Factor (Cdw): 1.6 103.5 in 2x3 Size factor (Cf): 1.5 20 psf 2x4 Size factor (CO: 1.5 15 psf 2x6 Size factor (Cf): 1.3 78.8 psf 2x8 Size factor (CO: 1.2 104.8 psf 2xl 0 Size factor (Cf): 1.1 44.8 psf 2x4 flat use factor (Cfu): 1.1 2x6&8 flat use factor (Cfu): 1.15 2xl 0 flat use factor (Cfu): 1.2 W1 (horiz.) = (WH*SH) / (2*144) = 16.10 pli W2 (roof)=(DL+LL)*((UW+SO)^2) / 2*UW*144 = 24.62 pli W3 (uplift) = ((W U-DL)*(UW)*(UW/2)+((WE-DL)*SO*(UW+SO/2) 46.73 pli UW*144 ** SECTION PROPERTIES ** —Vertical Loads — SA = b*(d^2)/6 Ix1 = b*(d^3)/12 ** DESIGN CRITERIA ** —Shear— Vmax = W * (L-2D) / 2 fv = 3*V / 2*b*d F'v=Fv*Cd*Ch>fv —Deflection— Def. = 5*W*(L^4) / 384*E*Ix Def. allow. = U240 > Def. —Horizontal Loads— Sx2 = d*(b^2)/6 Ix2 = d*(b^3)/12 --Bending— Mmax = W * (L^2) /8 fb = Mmax / Sx F'b = Fb*Cf Cd (*1.15 if 3 members),(* Cfu if applicable) > fb —Combined Loading— lu = Ud if lu < 7, then le = 2.06*lu Kbe = 0.438 if lu > 7, then le = 1.63*lu + 3*d CL = [(fbl / F'bl) + [fb2 / (F'b2*(1-(fbl/Fbe)^2))] < or = 1 fb1 = bending stress in uplift F'b1 = Allowable bending stress in uplift fb2 = bending stress in horizontal F'b2 = Allowable bending stress in horizontal Rb = ((le*d) / (b^2))^0.5 Fbe = Kbe*E / Rb^2 BY: ELW HEADER CALCULATION PAGE: App. B: 2.6 DATE: 10/20/2015 Ranch (2.46/12) REF: Sheet 12 160 mph - Exp. C FSF,7et 2 �,f 2 *Section Properties & Dimensions* orientation edge edge flat flat flat edge lumber 3-2x3 3-2x4 1-24 2-2x6 3-2x6 L (in) 30.5 41 19 38 .3-2x6 57 59 b (in), 4.5 4.5 5.5 5.5 5.5 4.5 d (in) 2.5 3,6 1.5 3. 4.5 .5.5 Sx1 (in A 3) 4.688 9.188 2.063 8.250 18.563 22.688 Ix1 (inA 4) 5.859 16.078 1.547 12.375 41.77 62.391 Sx2 (in A 3) 8.438 11.813 7.563 15.125 22.688 19.563 Ix2 (in A 4) 18.984 26.578 20.797 41.594 62.391 41.766 *ROOF LOAD* Mmax (in-Ibs) 2862'3 5172.3 1110.8 4443.1 9996.9 10710.8 fb (psi) 610.6 563.0 638.6 538.6 538.6 472.1 F'b (ps) 991.9 991.9 859.6 859.6 988.6 859.6 Vmax (Ibs) 313.8 418.5 - 196.9 393.8 590.8 596.8 fv (psi) 41.85 39.853 .35.804 35.804 35.804 35.804' F'v (psi) 155.250 155.250'. 165.250 155.250 155.250 155.250 Def (in) 0.039 0.047 0.023 0.045 0.068 0.052 allow Def (in) 0.127 0.171 0.079 0.158 0.238 0.246 *UPLIFT LOAD* Mmax (in-Ibs) 5433 9818 2108 8434 18976 20331 fb1 (psi) 11159.1 1068.6 1022.3 1022.3 1022.3 896.2 F'b 1 (psi) 1380.0 1380.0 1196.0 1196.0 1375.4 1196.0 Vmax (Ibs) 595.7 794.3 373.8 747.6 1121.4 1121.4 fv (psi) 79.43 76.651 67.964 67.964 67.964 67.964 F'v (psi) 216.0 216.0 216.0', 216.0 216.0 216.0 Def (in) 0.075 0.089 0.043 0.085 0.128 .0.098 allow Def (in) 0.127 0.171 0.079 0.158 0.238 0.246 *HORIZONTAL WIND LOAD* Mmax (in-Ibs) 1872.1 3383 725.5 2906.1 6539 7006 fb2 (psi) 221.9 286.4 96.1 192.1 288.2 377.4 F'b2 (psi) 138.0.0 1518.0 1040.0 1040.0 1196.0 1375.4 Vmax (Ibs) 205.3 273.7 128.8 257.6 386.4 386.4 fv (psi) 27.370 26.067 23.418 23.418 23.418 23.418 F'v (psi) 216.0 216.0 216.0 216.0 216.0 216.0 Def (in) 0.008 0.019 0.001 0.009 0.030 0.051 allow Def (in) 0.127 0.171 0.079 0.158 0.238 0.246 *COMBINED LOADING' lu (in) 12.20 11.71 12.67 12.67 12.67 10.73 le (in) 27.39 29.59 25.15 29.65 34.15 33.99 Rb 1.84 2.26 1.12 1.71 2.25 3.04 Fbe (psi) 155458 102755 421511 178765 103471 56941 CIL 1.00 0.96 0.95 1.0 0.98 1.0 By: MGN � �� Header Fastening Page: App. B: 2.7 i Date: 10/13/2015 Ranch (2.46/12) Ref: Sheet 5 160 mph - Exp. C Header Max span for single member, SM: 24.5 in. Wind Load, WL: 44.8 PSF Header Max span for double member, DM: 47 in. Unit Width, UW: 182 in. Header Max. span for triple member, TM: 72 in. Sidewall Eave, SE: 7 in. Sidewall Stud Height, SH: 103.5 in. ' * FASTENER CAPACITIES ** 15Ga.x7/16"x2-1/2" staples = 64 x 0.82 x 1.6 x 0.67 = 56.259 lbs. kind Load 12d nails = 79 x 1.6 x 0.67 = 84.688 lbs. ��L ** CHECK HORIZONTAL WIND ** Single member: W = (SH/2 x WL x l/144) = 16.100 pli P=WxSM/2= 197.23 lbs. Double member: W = (SH/2 x WL x l/144) = 16.100 pli P=WxDM/2/2= 189.18 lbs. Triple member: W = (SH/2 x WL x l/144) = 16.100 pli. P=WxTM/2/3= 193.20 lbs. P / Staple capacity = 3.5 staples P/ nail capacity = 2.3 nails P / Staple capacity = 3.4 staples P/ nail capacity = 2.2 nails P / Staple capacity ,= 3A staples P/ nail capacity = 2.3 nails K • By: Et_W Uplift - Ranch (2.46/12) Page: App. B: 2.8 Date: 3/6/2018 '�E 160 mph - Exp. C Ref: Sheet 12 ��.. Sheet 1 of 2 Sidewall Uplift Loads: P sidewall - 24"o.c. = 899 lbs (per truss design drawing) W sidewall = 899 lbs / 24" = 37.46 pli P sidewall-16"o.c. = W x 16" = 599 Ibs Check Sidewall Uplift: Roof to sidewall connection: Trusses 24" o.c., P = 781 lbs, use Simpson H2.5T Tie (capacity = 545 lbs) wl 5-8dxl-112" nails. Remainder of load to be carried by 2484-1/2" toe -screw connection = 781 lbs - 545 lbs = 354 lbs Toe -Screw Connection Capacity = 3 x 82 lbs x 1.6 x 1.57&' x (1.576"M.64") Toe -screw penetration: = 695.4 lbs > 236 lbs, therefore OK. x = (1.167" + 0.5")1 COS 30 =1.925" Pene. = 3.5" -1.925 = 1.575" 1.575" > 1.640", take reduction. Check Wall Sheathina: 7116" APA rated sheating (plywood or OSB) with 24/16 span rating - See APA tech. Note N376B FtA = 2600 pif Ft = Ws x 12" = 449.50 pif, < FtA, OK. Check fastenincl: 8d nail capacity = 46 x 1.6 = 73.6 lbs Check spacing: Use 2 rows of fasteners @ top & bottom. Spacing = nail capacity / Ft x 2 x 12"/ft= 3.9 in. Use 4" o.c. max. (within 3%) Fasten sheathing (w/ 2 rows of 8d nails) to double top plate & perimeter floor Joist Check strapping at sidewall openings: Use Simpson ST22 Strap Tie - Capacity = 1420 lbs. Fasten w/ 0.1.48"xl-1/2" nails - capacity = 100 x 1.6 = 160 lbs. / nail (16 Ga. Steel) Strap capacity w/ 9 nails = 9 x nail capacity = 1440 lbs. Use 9 nails at each end of strap (strap controls) Max, opening w/ 1-strap & 9 nails = ((Strap Cap. I Ws)-(16"/2)) x 2 = 59.8 in. Max. opening w/ 2-straps & 9 nails = ((Strap Cap.x2 / Ws)-(16"/2)) x 2 = 135.6 in. By: ELW 0 Uplift - Ranch (2.46/12) Page: App. B: 2.8 Date: 3/6/2018 =NEI 160 mph - Exp. C Ref: Sheet 13B .�.�� Sheet 2 of 2 Ridge Beam (Mating Line) Uplift Loads: P mating line - 24"o.c. = 862 lbs (per truss design drawing) W mating line = 862 lbs / 24" = 35.92 pit (ea. half? , P mating line-16"o.c. = 575 lbs Check matinq Line: Use Simpson ST22 Strap Tie - Capacity = 1420 lbs. Fasten w/ 0.148"xl-1/2" nails - capacity =100 x 1.6 = 160 lbs, / nail (16 Ga. Steel) Strap capacity w/ 9 nails = 9 x nail capacity = 1440 Use 9 nails at each end of strap (strap controls) Strap spacing = Strap capacity / (Wml x 2) = 19.77 in., use straps 16" o.c. max, on one half Check matinq line straps at openings: Use Simpson ST22 Strap Ties (see above for capacity). Max. Opening w/ 1 strap: 23 in. 1.92 ft. P = j((Wml x 2) x (MO/2 + 16"/2))] = 1400.8 lbs. < Strap capacity, therefore OK. Max. Opening w/ 2 straps: 63 in. 5.25 ft. P = [((Wml x 2) x (MO/2 + 16"/2))] / 2 = 1418.7 lbs. < Strap capacity, therefore OK. Max. Opening w/ 3 straps: 102 in. 8.50 ft. P = [((Wml x 2) x (MO/2 + 16"/2))] / 3 = 1412.7 lbs. < Strap capacity, therefore OK. Max. Opening w/ 4 straps: 142 in. 11.83 ft. P = j((Wml x 2) x (MO/2 + 16"12))] / 4 = 1418.7 lbs. < Strap capacity, therefore OK. Max. Opening w/ 6 straps: 221 In. 18.42 ft. P = [((Wml x 2) x (MO/2 + 16"/2))] / 6 = 1418.7 lbs. < Strap capacity, therefore OK. Check truss kingpost to ridge beam uplift connection: 12d nail capacity = 79 x 1.6 = 126.4 lbs .No. of 12d nails = P / 126.4 = 6.82 (Use 7-12d nails at ea. ridge beam to truss connection) Also check truss kingpost to ridge beam gravity connection: P mating line - 24"o.c. = 443 lbs (per truss design drawing) 12d nail capacity = 79 x 1.15 = 90.85 lbs No. of 12d nails = P / 90.85 = 4.88 (Use 5-12d nails at ea. ridge beam to truss connection) BY: ELW Endwall (Shearwalls) PAGE: App. B: 3 DATE: 10/8/19 s INN Ranch REF: Sheet 12A 7/16" sheathing w/ 6'712" 8d nail spacing (Shear capcity per AWC SDPWC Table A.4.3.A) 104" Sidewall - 32' Wide - 2.46/12 Roof - Ranch -160 mph - Exp. C. Wind Load (WZ): 22.9 psf Wall Sheathing (PP1): 365.0 plf Wind Load at Roof Projection (WR): 0.0 psf Endwall Unit Width (UW): 182.0" Wind Load at Corner (WZ1): 34.5 psf Sidewall Height (H): 104.0" nd Load at Roof Projection at Corner (WR1): 0 psf Kingpost Height (K): 43.0" Max. Box Length (BL): , 56' Framing Specific Gravity (SG): 0.42 Calculate Shear Loads: W = ((H/2 x WZ) + (K x WR)) x l/144 = 8.269 pli, = 99.23 pif W1 = ((H/2 x WZ1) + (K x WR1)) x l/144 = 12.458 pli, = 149.6 pif Vmax. = [(W1 x 16) + (W x (BL-16))] x l/2 = 3181 lbs. Check Shearwall Sheathing: Specific gravity adjustment factor (SGAF) = 1 - (0.5 - SG) = 0.92 Max. opening height = 82 in. = 6.83 ft. Percent full height wall segments, FH% = 90.1 % Shear Capacity adjustment factor (SCAF) = 0.882 (See AWC SDPWC Table 4.3.3.4 - Value is interpolated) Shear capacity req'd = Vmax. / (UW x FH% x 2 / 12) = 116.38 plf Effective Shear Capacity = PP1 x SGAF x SCAF = 296.1 plf, > Req'd capacity, therefore OK. Max. Endwall Opening = (100%-FH%) x UW x 2 = 36.04 in. (for both halves) Check end Tiedowns for Overturning: T = (Vmax. x H) / (SCAF x (364" -12") x FH%) = 1183 lbs. Use Simpson 1-ST22 Strap Tie - Capacity = 1420 lbs., > T, therefore Ok. Fasten w/ 0.148"x1-1/2" nails, capacity = 100 x 1.6 = 160 lbs. / nail (16 Ga. Steel) Number of nails req'd = T / nail capacity = 7.4 nails Check Top & bottom plate fastening: Use #8x3-1/2" screws - Top plate is toe -screwed Toe -screw penetration: Screw capacity = 78 lbs x 1.6 x 1.675"/1.64" = 119.9 lbs. / screw x = 1.167" + 0.5"/ COS 30 = 1.925" Pene. = 3.51' -1.925" =1.575 Number required = Vmax. / (screw capacity x 2) = 13.3 screws 1.575" > 1.640", NO - take reduction Spacing = UW / number of screws = 13.72 in. o.c. _Check end Tiedowns for Overturning (at foundation): T = 1183 lbs. Use 1-Simpson ST2122 Strap Tie w/ 816d common nails - Capacity = 1505 lbs.. > T, therefore Ok. BY: ELW IME Sidewall (Shearwalls) PAGE: App. B: 3.1 DATE: 10/8/19SWRRanch REF: Sheet 12A s 7116" sheathing w/ 6"112" 8d nail spacing (Shear capcity per AWC SDPWC Table A.4.3.A) 104" Sidewall - 32' Wide - 2.46/12 Roof - Ranch -160 mph - Exp. C. Wall Sheathing (PP1): 365.00 plf Wind Load (WZ): 22.90 psf Unit Width (UW): 182.0" Wind Load at Comer (WZ1): '34.50 psf Sidewall Height (H): 104.0" Min. Box Length (BL): 56' Roof Projection (K): 43.0" Framing Specific Gravity (SG): 0.42 Calculate Zone Areas: K1 = (2.46 x 106") / 12 = 21.73 in t K2 = (2.46 x (UW-96" )) / 12 = 17.63 in 8' Corner Zone: Area A = (H12 x W') = 4992 in^2 = 34.67 ft"2 Area B = (6" x 106) = 636 in^2 = 4.42 ft"2 Area C = (K1 x 1061 / 2 = 1152 in^2 = 8.00 ft^2 Total Area = 6780 inA2 = 47.08 ft^2 Middle Zone: Area D = (H/2+6") x (UW-96") = 4988 in^2 = 34.64 ft^2 Area E T K1 x (UW-96") = 1869 in"2 =- 12.98 ft"2 Area F = K2 x (UW-96") / 2 = 758.1 in^2 = 5.26 ft"2 .Total Area = 7615 MA2 = 52.88 ft"2 Calculate Shear Loads: Vmax. = (Corner Zone Area x WZ1) + (Middle Zone Area x WZ) = 2835 lbs. Check Shearwall Sheathing Specific gravity adjustment factor (SGAF) =1 - (0.5 - SG) = 0.92 Max. opening height = 104 in. = 8.67 ft. Percent full height wall segments, FH%a = 54 % Shear Capacity adjustment factor (SCAF) = 0.524 (See AWC SDPWC Table 4.3.3.4 - Value is interpolated) Shear capacity req'd = Vmax. / (BL x FH%) = 93.8 pif Effective Shear Capacity = PP1 x SGAF x SCAF = 175.9 pif, > Req'd capacity, therefore OK. Max. Sidewall Openings=(100%-FH%) x SL = 26.76 ft. = 309.1 in. Check end Tiedowns for Overturning: T = (Vmax. x H) / (SCAF x BL x FH%) = 1552 lbs. Use 2 -Simpson 1-ST22 Strap Ties - Capacity = 2840 lbs., > T, therefore Ok. Fasten w/ 0.148"x1-1/2" nails, capacity =100 x 1.6 = 160 lbs. / nail (16 Ga. Steel) Number of nails req'd = T / nail capacity = 9.7 nails Check Top plate fastening_ ;ck #Sx3-1 /2" screws, capacity = 78 lbs x 1.6 x 1.57671.64" = 119.85 lbs. / screw Number required = Vmax. / screw capacity = 23.7 screws Spacing = (BL x 12") / number of screws = 17.50 in. o.c. Check end Tiedowns for Overtumina fat foundation):. T = 1552 lbs. Use 2-Simpson ST2122 Strap Ties - Capacity = 3010 lbs., > T, therefore Ok. 0 t t it j By: ELW ■ Hood Page: App. B: 4 Date: 10/20/2015 Mini Calculation Ref: Sheet 13A LUMBER: #2 SPF or S. Pine 2x5 (laid flat) Fb (SPF): 875 PSI ROOF LIVE LOAD (LL): Fb (SP): 1000 PSI ROOF DEAD LOAD (DL): Fv: 135 PSI WIND UPLIFT (WU): E: 1400000 PSI PURLIN SPACING (PS): B: 5.5 IN HOOD DEPTH (HD): D: 1.5 IN MAX TRUSS SPACING (TS1): DURATION FACTOR - Wind (Cd): 1.6 MIN TRUSS SPACING (TS2): DURATION FACTOR - Roof (Cd): 1.15 SIZE FACTOR (Cf): 1.3 FLAT USE FACTOR (Cfu): 1.15 ** Section Properties ** Sx = (B * D^2)/6 = 2.0525 IN^3 Ix = (B * D^3)/12= 1.5469 IN-4 Proof = (DL+LL)*(PS)*(HD/2) / 144 = 47.8 LBS P wind = (WU-DL)*(PS)*(HD/2) 1144 = 165.4 LBS <— CONTROLS ** Check Bending ** M max = Pw * HD = 1984.4 IN-LBS Fb' (SPF) = Fb * Cd * Cf * Cfu = 2093.00 PSI Fb' (SP) = Fb * Cd * Cfu = 1840.00 PSI fb = M max / Sx = 962.13 PSI, < FU therefore OK. ** Check Shear ** V max = Pw = 165.367 LBS Fv' = Fv * Cd = 215 PSI fv = (3 * V max) / (2 * b * d)= 30.1 PSI, < Fv', therefore OK. Check Deflection ** Def. Max. = (Pw*(HD^2))/(3*E*Ix) * (TS1+HD) = 0.132 IN Def. Allowable = 2*HD / 180 = 0.133 IN, > Def, therefore OK. ** Calculate truss reactions ** Ra = Reaction at end truss Rb = Reaction at first inside truss Ra = (Pw/TS2) * (TS2+HD) = 289.4 LBS Rb = (Pw*HD) / TS2 = 124.0 LBS ** Calculate Purlin Fastening to Truss ** Capacity of 15Ga.x 7/16" x 2-1/2" staples: 64 * Cd * 0.82= 83.97 lbs. Number of staples req'd: 20 PSF 8 PSF 104.8 PSF 41 IN 12 IN 24 IN 16 IN @Ra = Ra/59.62 = 3.45 Therefore, use 4-15Ga. x 7/16" x 2-1 /2" staples @Rb = Rb/59.62 = 1.48 Therefore, use 2-156a. x 7/16" x 2-1 /2" staples -.- - -IT T By: ELW . Hood Page: App. B: 4.1 Date: 10/20/2015 ' Calculation Ref: Sheet 13A (Fly Rafter) • ** Section Properties ** LUMBER: #3 SPF 2x6 Fb: 500 PSI • Fv: 135 PSI E: 1200000 PSI B: 1.5 IN - D: 5.5 IN DURATION FACTOR - Wind (Cd): 1.6 DURATION FACTOR - Roof (Cd): 1.15 ** Section Properties ** Sx = (B * D"2)/6 = 7.5625 INA3 Ix = (B * D"3)/12= 20.7969 IN^4 W wind = (WU-DL)*(HD/2) / 144 = 4.03 PSI W roof = (LL+DL)*(HD/2) / 144 = 1.17 PSI SIZE FACTOR (CO: 1.3 FLAT USE FACTOR (Cfu): 1 . WIND UPLIFT (WU): 104.8 PSF ROOF LIVE LOAD (LL): 20 PSF ROOF DEAD LOAD (DL): 8 PSF PURLIN SPACING (PS): 41 IN HOOD DEPTH (HD): 12 IN <--- CONTROLS ** Check Bending ** M max = Ww * PS^218 = 847.5 IN-LBS Fb' = Fb * Cd * Cf * Cfu = 1040.00 PSI fb = M max / Sx = 112.07 PSI, < Fb' therefore OK. ** Check Shear ** V max = Ww * PS / 2 = 82.683 LBS Fv' = Fv * Cd = 216 PSI fv = (3 * V max) / (2 * b * d)= 15.0 PSI, < Fv', therefore OK. ** Check Deflection ** Def. = (5 * Ww * (PS"4)) / (384 * E * Ix) = 0.006 IN Def. Aliowable = PS / 240 = 0.171 IN, > Def, therefore OK. ** Check Fastening ** P max = Ww * PS = 165.4 LBS Capacity of 15Ga.x 7/16" x 2-1/2" staples: 64 * Cd * 0.82 * 0.67 = 56.26 lbs. No. of Staples = P / staple capacity = 2.9 , use 3 staples. ...r ,..�,.,::•�,�:..:> ,... ... ins.:;:- :.. ;�....�, ,..>.�:..: i 7„�.-a,�.-....... ........ 9 .... • By: ELW . Hood Page: App. B: 4.2 Date: 10/20/2015 $mini Calculation Ref: Sheet 13A (Sidewall Fascia) • ** Section Properties ** LUMBER: Utility Gr. SPF 1A WIND UPLIFT (WU): 104.8 PSF Fb: 275 PSI ROOF LIVE LOAD (LL): 20 PSF ` Fv: 135 PSI ROOF DEAD LOAD (DL): 8 PSF E: 1100000 PSI PURLIN SPACING (PS): 41 IN B: 0.75 IN HOOD DEPTH (HD): 12 IN D: 5.5 IN MAX TRUSS SPACING (TS1): 24 IN DURATION FACTOR - Wind (Cd): 1.6 MIN TRUSS SPACING (TS2): 16 IN DURATION FACTOR - Roof (Cd): 1.15 ` SIZE FACTOR (Cq: 1 FLAT USE FACTOR (Cfu): 1 ** Section Properties ** Sx = (B * DA2)/6 = 3.78125 INA3 Ix = (B * DA3)/12= 10.3984 IN"4 W wind = (WU-LL)*(PS/2) / 144 = 13.8 LBS <--CONTROLS W roof = (LL+DL)*(PS/2) / 144 = 4.0 LBS ** Check Bending ** M max = Ww * HDA2 / 2 = 992.2 IN-LBS Fb' = Fb * Cd * Cf * Cfu = 440.00 PSI fb = M max / Sx = 262.40 PSI, < Fb' therefore OK. ** Check Shear ** V max = Ww * HD = 165.367 LBS Fv' = Fv * Cd = 216 PSI fv. . = (3 * V max) / (2 * b * d)= 60.1 PSI, < Fv', therefore OK. ** Check Deflection ** Def. Max. = (Ww*(HD"3))/(24*E*Ix) * (4*TS1 + 3*HD) = 0.011 IN Def. Allowable = 2*HD / 180 = 0.133 IN, > Def, therefore OK. By: Ed Weber Roof Diaphragm Calc. Page: App. B: 5 Date: 10/8/2019 � Ranch at 160-C Ref: Sheet 13 - 104" Sidewall - 7116" APA rated sheathing roof decking - 28' Wide - 2.46/12 Roof Wind Load (WZ): 22.90 psf Wind Load at Roof Projection (WR): 0 psf Wind Load at Corner (WZ1): 34.50 psf Wind Load at Roof Projection at Corner (WR1): 0.00 psf Sidewall Height (H): 104.00" Kingpost Height (K): 43.00" Max. Box Length (BL): 56' Caic. Max. Diaphragm Shear: W = ((H/2 x WZ) + (K x WR)) x l/144 = 8.269 pli, = 99.23333 plf W1 = ((H/2 x WZ1) + (K x WR1)) x l/144 = 12.458 pii, = 149.6 plf Vmax. _ [(W1 x 16) + (W x (13L-16))) x 112 = 3180.667 lbs. Caic. Max. Shear on Roof Sheathing: i Specific gravity adjustment factor SGAF = 1 - (0.5 - SG) = 0.92 V1 = PP1 x SGAF x l/12 x UW x 2 = 8999.9 lbs. Caic. Diaphragm Chord Tensions: Wroof = (Vmax x 2) / BL = 113.6 pif M1 = Wroof x BL^2 / 8 = 44529 ft.-lbs. Ti (roof) = M1 / (UW/12 x 2) = 1468 lbs. Top Plate: 243 SPF 2x6 Top plate depth (D): 3.00" Top plate width (B): 5.50" Ft: 250 psi Duration Factor (Cd): 1.6 Size Factor (CO: 1.3 Check Roof Diaphragm Chord: ft=T1/(BxD)= 89.0 psi Roof Sheathing (PP1): 322.50 Unit Width (UW): 182.00" Framing Specific gravity (SG): 0.42 F't = Ft x Cd x Cf = 520 psi > ft, therefore OK. Check Top Plate Connectors: Mitek M20-2x4 plates (2 plates top & bottom) Plate Capacity = 1126p1i x (4" - 318") / 2 x 2 = 4081.8 lbs. Lateral Capacity = 197psi x 2" x ((4 - 3/8")12) x 2 x 2 x 1.33 = 3799.1 lbs. T roof 12 = 734 lbs. < of plate capacity, therefore OK. * - As an alternative, top plate splice may also be fully glued & stapled. plf By: ELW • SKYLINE CORPORATION Page: App. B: 6 Date 10/08/19 '�� OPEN SPAN RIDGE BEAM ANALYSIS Ref. Sht. 13B •Per APA Plywood.Design Specification - Supplement 5, Design and Fabrication of All -Plywood Beams (Page 1 of 1) LOADING CONDITIONS: ROOF LIVE LOAD: - 20 " PSF UNIT WIDTH: 32' WIDE: 182 IN ROOF DEAD LOAD: 15 PSF TOTAL LOAD, TL: 35 PSF (1). UNIFORM LOAD ON BEAM: W = TL * (WIDTH/2) * (1/144) W (32' WIDE) = 22.118 PLI (2). MATERIAL SPECIFICATIONS: 19132In. APA RATED SHEATHING 40120 SPAN RATING, 1/8" MINIMUM VENEER THICKNESS 5 LAYER, 5 PLY, MARKED PS-1 and STRUCr-1 1 FLANGE LAYER, 2 WEB LAYERS, SINGLE SPAN CONDITION Tb = 0.347 IN Fb = 3300 PSI x 1.15 = 3795 PSI Ts = 0.707 IN Fv = 225 PSI x 1.15 = 258.75 PSI BEAM HEIGHT, Hw = 19.875 IN Fs:; 75, PSI x .5 x1.1 43.125 PSI WEB HEIGHT, Hs = 19,875 IN E = 1800 KSI x 1.10 = 1980 KSI FLANGE HGT., Hf = 5.5 IN (SHEAR DEFLECTION CONSIDERED SEPARATELY) K = 1.367 G = 90 KSI (MAX. DEF. BASED ON U180) Fc = 1540 PSI x 1.15 = 1771 PSI (3), NET MOMENT OF INERTIA (In): (a). Iws (WEB SPLICE PLATE) = (Tb*HsA3) / 12 = 227.023 INA4 (b). If (FLANGE) = Tb*[HwA3-(Hw-(2*Hf)A3)]/12 = 206.809 INA4 (c). In (NET) = Iws + If = 433.832 INA4 (4). DETERMINE MAX. SPAN BASED ON ALLOWABLE WEB -FLANGE BENDING STRESS: L (MAX) = [(8*Fb*In)/(1N*C)]A.5 SPANS (MAX): 32' Wide = 244.793 IN Gbntrols (5). TOTAL MOMENT OF INERTIA (It): (a). Iw (WEB) = 2*Tb*HwA3 / 12 = 454.046 INA4 (6). STATICAL MOMENT OF AREA OF PARALLEL PLIES (Q): (a). Qw (WEB) = 2*Tb*HwA2 / 8 = 34.2676 INA3 (C). TOTAL Q = Qw + Qf = 47.985 INA3 (7). MAX. SPAN BASED ON WEB SHEAR STRESS: L (MAX) = (2*Fv*It*Ts)/(W*Q) + 2*Hw 32' Wide = 267,666 IN (b). It (TOTAL) = Iw + If = 660.855 INA4 (b). Of (FLANGES) = Tb*(HW-Hf)*Hf / 13.717 INA3 (8). DETERMINE MAX. SPAN BASED ON ALLOWABLE WEB -FLANGE SHEAR STRESS: L (MAX) = (2*FelrHf)/(Qf*W) + 2*Hf 32' Wide = 1044.263 IN (9). DETERMINE MAX. ALLOWABLE SPAN BASED ON TOTAL OF BENDING AND SHEAR DEFLECTIONS: (a). SHEAR DEFLECTION (K): r = Ts/b = 0.666667 (Hw - 2*Hf) / Hw = 0.446541 ---> K = 1.367 (FROM APA SUPPLEMENT 5) (b). EFFECTIVE SHEAR AREA: As = Asw + Asf = Ts*HW + 'Ts*Hf = 35.880 INA2 (a). TOTAL SPAN = ALLOWABLE SPAN OF:((5*W*LA4)/(384*E*It))+((W*WLA2)/(8-As*G))<L/180 32' WIDE ====> '0.9395 IN < L1240 = 1.0200 IN OX MAX. BEAM SPAN (SUMMARY): 32' Wide = 244.793 IN = 20' - 5" (10). BEARING LENGTH REQUIRED (BEAM ONLY): P = V = W*L/2 P (ALLOW.) = Fc*A = Fc*BI.1.78125 It BI = (W*Lu(2-WIDTH*Fc) I 32' Wide = 0.987 IN BY: ELW SKYLINE CORPORATION PAGE: App. B: 7 DATE: 11/12/12 CENTERLINE COLUMN CALCULATION REF: Sht. 12 Lumber: 243 SPF 2x4s Roof Live Load, LL: 20 psf Fc parallel: 625 psi Roof Dead Load, DL: 15 psf Fc perpendicular: 405 psi Unit Width UW: 182 in ` MOE: 1200000 psi Column Height CH: 126 in B: 1.5 in Comp Size Factor Cfc: 1.15 D: 7 in Duration Factor Cd: 1.15 - Ke: 1 Bearing Area Factor Cb: 1 ** COLUMN PROPERTIES ** ' Le / D = (CH/D) * Ke = 18.00 --less than 50 therefore, OK. Fe = Fc parallel * Cd * Cfc = 827 psi FcE = (0.3 * MOE) / (Le /D)^2 = 1111.1 psi Cp=((1+(FcE/Fc*))/(2*0.8))-(((1+(FcE/Fc*))/(2*0.8))"2-((FcE/Fc*)/0.8)}^0.5= 0.782 ** CHECK COMPRESSION ** Fc' = Fc parallel * Cd * Cfc * Cp = 646.57 psi P allowable = Fc'* B * D = 6789 lbs. Allowable Span = P*144 / (DL+LL)*UW = 153.47 in. ** CHECK BEARING ON COLUMN ** Ridge Beam Bearing on Column Bearing Area (BA) = 1.875" * B * 2 = 5.625 in"2 P allowable = BA * Fc* * 0.75 = 3487.06 Ibs Allowable Span = P*144 / (DL+LL)*UW = 78.83 in. <----- CONTROLS ** CHECK BEARING ON FLOOR ** Column Bearing on Perimeter Joist & block. Bearing Area = 3" * B * 2 = 9 in^2 Fc' = Fc perpendicular * Cb = 405 psi P allowable = Bearing Area * Fc' = 3645 Ibs. Allowable Span = P*144 / (DL+LL)*UW = 82.40 in. ** ALLOWABLE SPANS ** Compression = 153.47 in Bearing on Column = 78.83 in Bearing on Floor = 82.40 in Therefore, Max Span for Column = Allowable Span * 2 = 157.66 in 13.14 ft, s f BY: ELW SKYLINE CORPORATION PAGE: App. B: 7.1 DATE: 11/12/12 CENTERLINE COLUMN CALCULATION REF: Sht. 12 Lumber: 44F3 5Pr ZX4S Koor Live Loaa, LL: Fc parallel: 625 psi Roof Dead Load, DL: Fc perpendicular. 405 psi Unit Width UW: ` MOE: 1200000 psi Column Height CH: B: 3 in Comp Size Factor Cfc: D: 7 in Duration Factor Cd: Ke: Bearing Area Factor Cb: ** COLUMN PROPERTIES ** Le / D = (CHID) * Ke = 18.00 -- less than 50 therefore, OK. Fc* = Fc parallel *Cd *Cfc = 827 psi FcE = (0.3 * MOE) / (Le /D)^2 = 1111.1 psi Cp=((1+(FcE/Fc*))/(2*0.8))-(((1+(FcE/Fc*))/(2*0.8))"2-((FcE/Fc*)/0.8))"0.5= 0.782 ** CHECK COMPRESSION ** Fc' = Fc parallel * Cd * Cfc * Cp = 646.47 psi P allowable = Fc' * B * D = 13578 lbs. Allowable Span = P*144 / (DL+LL)*UW = 306.94 in. ** CHECK BEARING ON COLUMN "* Ridge Beam Bearing on Column Bearing Area (BA) = 1.875" * B * 2 = 11.25 in"2 P allowable = BA * Fc* * 0.75 = 6974.12 Ibs Allowable Span = P*144 / (DL+LL)*UW = 157.66 in. <---- CONTROLS ** CHECK BEARING ON FLOOR ** Column Bearing on Perimeter Joist & block. Bearing Area = 3" * B * 2 = 18 in"2 Fc' = Fc perpendicular * Cb = 405 psi P allowable = Bearing Area * Fc' = 7290 Ibs. Allowable Span = P*144 / (DL+LL)*UW = 164.80 in. ** ALLOWABLE SPANS ** Compression = 306.94 in Bearing on Column = 157.66 in Bearing on Floor = 164.80 in Therefore, Max Span for Column = Allowable Span * 2 = 315.31 in 26.28 ft. 20 psf 15 psf 182 in 126 in 1.15 1.15 1 1 IJ BY: ELW SKYLINE CORPORATION DATE:-11/12/12 CENTERLINE COLUMN CALCULATION Lumber: 143 SPF 2x6 Roof Live Load, LL: Fc parallel: 625 psi Roof Dead Load, DL: Fc perpendicular: 405 psi Unit Width UW: MOE: 1200000 psi Column Height CH: B: 1.5 in Comp Size Factor Cfc: D: 5.5 in Duration Factor Cd: • Ke: Bearing Area Factor Cb: ** COLUMN PROPERTIES ** Le / D = (CHID) * Ke = 22.91 -- less than 50 therefore, OK. Fc* = Fc parallel * Cd * Cfc = 827 psi FcE _ (0.3 * MOE) / (Le /D)^2 = 685.9 psi Cp=((1+(FcE/Fc*))/(2*0.8))-(((1+(FCE/Fc*))/(2*0.8))"2-((FCE/Fc*)/0.8)}"0.5= 0.623 ** CHECK COMPRESSION ** Fc' = Fc parallel * Cd * Cfc * Cp = 515.31 psi P allowable = Fd * B * D = 4251 lbs. Allowable Span = P*144 / (DL+LL)*UW = 96.11 in. <----- CONTROLS ** CHECK BEARING ON COLUMN ** Ridge Beam Bearing on Column Bearing Area (BA) = 1.875" * D = 10.3125 in"2 P allowable = BA * Fc* * 0.75 = 6392.94 lbs Allowable Span = P*144 / (DL+LL)*UW = 144.52 in. ** CHECK BEARING ON FLOOR ** Column Bearing on Perimeter Joist & block. Bearing Area = 3" * D = 16.5 in"2 Fc' = Fc perpendicular * Cb = 405 psi P allowable = Bearing Area * Fc' = 6682.5 lbs. Allowable Span = P*144 / (DL+LL)*UW = 151.06 in. ** ALLOWABLE SPANS ** Compression = 96.11 in Bearing on Column = 144.52 In Bearing on Floor = 151.06 in Therefore, Max Span for Column = Allowable Span * 2 = 192.21 in 16.02 ft. r PAGE: App. B: 7.2 REF: Sht. 12 c f 20 psf 15 psf , 182 in 126 in 1.15 1.15 1 r ..n...�:..,.-:..-T,-=.cam...,--.,_.�.:e:- _.,,___ •.::.:r____-'___� ..... ..__ .i... �s...... ..:....=r -�.._._.,'..a ... _.. AZ C ` i s , By: Ed Weber BMW Dormer Page: App. B: 8 I Date: 10/20/2015 N&MIME Rafter Calc. Ref: Sheet 13E ' Rafter Span, RS: 137 in Rafter Cantilever, RC: 7 in . Roof live load, (LL): 20 psf Roof dead load, (DL): 10 psf Wind Uplift, WU: 53.3 psf Wind Uplift @ Eave, WUe: 62,4 psf SECTION PROPERTIES: Sx = BxDA2 / 6 = 7.5625 in^3 Ix = BxD^3 / 12 20.79688 inA4 142 S. Pine 2x6 Rafter. 142 S. Pine 2x6 Fb: 1,000 psi Fv: 135 psi MOE 1400000 psi B: 1.5 in D: 5.5 in Wind Duration Factor, Cw: 1.60 Roof Duration Factor, Cr. 1.15 Size Factor, Cf: 1 Repetitive Use Factor, Cr. 1.15. Rb 137 max. Ra 7 max. CHECK CANTILEVER: Wind: Roof: W1 = (WUe-DL) x 16"x 1/144 = 5.82 pli Wr= (LL+DL) x 16"x 1/144 = 3.33 pli Mmax = W x RC^2 / 2 = 142.64 in. lbs. Mmax = W x RC^2 / 2 = 81.67 in. lbs. V max. = W x RC = 40.76 lbs. V max. = W x RC = 23.33 'Ibs. fb = Mmax. / Sx = 18.86 psi F'b = Fb x Cw x Cf = 1600 psi, > fb, OK. fv = 3xVmax / 2xBxD = 7.41 psi F'v = Fv x Cw = 216 psi, > fv, OK. Def. = (WxRC^3) / (24xMOExlx) x (4RS + 3RC) = Def. = 0.002 in. Def. Allow. = 2xRc / 180 = 0.078 in., > Def., OK. CHECK MAIN SPAN: Wind: W2 = (WU-DL) x 16"x 1/144 = 4.81 pli Mmax = W x RS^2 / 8 = 11287.47 in. lbs. V max. = W x RS / 2 = 329.56 lbs. fb = Mmax. / Sx = 1492.56 psi F'b = Fb x Cw x Cf = 1600 psi, > fb, OK. fv = 3xVmax / 2xBxD = 59.92 psi F'v = Fv x Cw = 216 psi, > fv, OK. Def. = (5xWxRS^4) / (384xMOExlx) = Def. = 0.758 in. Ref. Allow. = RS / 180 = 0.761 in., > Def., OK. fb = Mmax. / Sx = 10.80 psi F'b = Fb x Cw x Cf x Cr = 1322.50 psi, > fb, OK. fv = 3xVmax / 2xBxD = 4.24 psi F'v = Fv x Cw = 155.25 psi, > fv, OK. Def. = (WxRC^3) / (24xMOExlx) x (4RS + 3RC) _ Def. = 0.001 in. Def. Allow. = 2xRc / 180 = 0.078 in., > Def., OK. Roof: Wr = (LL+DL) x 16"x 1/144 = 3.33 pli Mmax = W x RS^2 / 8 = 7820.42 in. lbs. V max. = W x RS / 2 = 228.33 lbs. fb = Mmax. / Sx = 1034.10 psi F'b = Fb x Cw x Cf x Cr = 1322.50 psi, > fb, OK. fv = 3xVmax / 2xBxD = 41.52 psi F'v = Fv x Cw = 155.25 psi, > fv, OK. Def. = (5xWxRS^4) / (384xMOExlx) = Def. = 0.525 in. Def. Allow. = RS 1180 = 0.761 in., > Def., OK. CHECK RAFTER TO DORMER WALL CONNECTION: W' = (WU-DL)xRS42/2 + (WUe-DL)xRCx(RS+(RC/2)) / (RSx144) 23.21 pli Ra = W' x 16" = 371.36 lbs. Capacity of Simpson H2.5T Tie w/ 5-8dxl-1/2" nails plus 2-48x3-1/2" screws = 941.9 lbs., therefore OK. CHECK RAFTER TO TRUSS CONNECTION: Rb = (W1xRC)+(W2xRS) - Ra = 328.52 lbs. Capacity of#8x3-1/2" screw (toe -screwed) = 821b/in x 1.6 x 1.575" = 206.6 lbs. Rb / screw capacity = 1.6 screws, therefore 2-#8x3-1/2" screws (toe -screwed) OK. c By: Ed Weber , Date:10/20/2015 Dormer - Rafter Calc. Page: App. B: 8. Ref: Sheet 13E • Rafter Span, RS: Rafter Cantilever, RC: Roof live load, (LL): Roof dead load, (DL): Wind Uplift, WU: Wind Uplift @ Eave, WUe: 172 in 7 in 20 psf 10 psf 53.3 psf 62.4 psf SECTION PROPERTIES: Sx = BxD^2 / 6 = 15.125 inA3 Ix = BxD^3 / 12 41.59375 inA4 242 S. Pine 2x6 Rb 1 172 max. CHECK CANTILEVER: Wind: WI = (WUe-DL) x 16"x 11144 = 5.82 pli Mmax = W x RCA / 2 = 142.64 in. lbs. V max. = W x RC = 40.76 lbs. fb = Mmax. / Sx = 9.43 psi F'b = Fb x Cw x Cf = 1600 psi, > fb, OK. fv = 3xVmax / 2xBxD = 3.71 psi F'v = Fv x Cw = 216 psi, > fv, OK. Def. = (WxRC^3) / (24xMOExlx) x (4RS + 3RC) = Def. = 0.001 in. Def. Allow. = 2xRc / 180 = 0.078 in., > Def., OK. CHECK MAIN SPAN: Wind: W2 = (WU-DL) x 16"x 1/144 = 4.81 pli Mmax = W x RS^2 / 8 = 17791.49 in. lbs. V max. = W x RS / 2 = 413.76 lbs. fb = Mmax. / Sx = 1176.30 psi F'b = Fb x Cw x Cf = 1600 psi, > fb, OK. fv = 3xVmax / 2xBxD = 37.61 psi F'v = Fv x Cw = 216 psi, > fv, OK. Def. = (5xWxRS^4) / (384xMOExlx) = Def. = 0.942 in. Def. Allow. = RS / 180 = 0.956 in., > Def., OK. Rafter: 242 S. Pine 2x6 Fb: 1,000 psi Fv: 135 psi MOE 1400000 psi B: 3 in D: 5.5 in Wind Duration Factor, Cw: 1.60 Roof Duration Factor, Cr: 1.15 Size Factor, Cf: 1 Repetitive Use Factor, Cr: 1.15 Ra 7 max. Roof: Wr= (LL+DL) x 16"x 1/144 = 3.33 pli Mmax = W x RC^2 / 2 = 81.67 in. lbs. V max. = W x RC = 23.33 lbs. fb = Mmax. / Sx = 5.40 psi F'b = Fb x Cw x Cf x Cr = 1322.50 psi, > fb, OK. fv = 3xVmax / 2xBxD = 2.12 psi F'v = Fv x Cw = 155.25 psi, > fv, OK. Def. = (WxRC^3) / (24xMOExlx) x (4RS + 3RC) _ Def. = 0.001 in. Def. Allow. = 2xRc / 180 = 0.078 in., > Def., OK. Roof: Wr= (LL+DL) x 16"x 1/144 = 3.33 pli Mmax = W x RS^2 / 8 = 12326.67 in. lbs. V max. = W x RS / 2 = 286.67 lbs. fb = Mmax. / Sx = 814.99 psi F'b = Fb x Cw x Cf x Cr = 1322.50 psi, > fb, OK. fv = 3xVmax / 2xBxD = 26.06 psi F'v = Fv x Cw = 155.25 psi, > fv, OK. 1 Def. = (5xWxRS^4) / (384xMOExlx) _ Def. = 0.652 in. Def. Allow. = RS / 180 = 0.956 in., > Def., OK. CHECK RAFTER TO DORMER WALL CONNECTION: W' = (W U-DL)xRS^2/2 + (WUe-DL)xRCx(RS+(RC/2)) / (RSx144) = 28.46 pli Ra = W' x 16" = 455.34 lbs. Capacity of Simpson H2.5T Tie w/ 5-8dx1-1/2" nails plus 2-#8x3-1/2" screws = 941.9 lbs., therefore OK. CHECK RAFTER TO TRUSS CONNECTION: Rb = (W 1 xRC)+(W2xRS) - Ra = 412.93 lbs. Capacity of #8x3-1/2" screw (toe -screwed) = 82lb/in x 1.6 x 1.575" = 206.6 lbs. Rb / screw capacity = 2.0 screws, therefore 2-#8x3-1/2" screws (toe -screwed) OK. a By: Ed Weber ■EN Truss reinforcement Page: App. B:9 Date: 11/20/2015 $nil for Cantilever Ref: Sheet 12B Plate Truss with APA rated plywoodto increase allowable cantilever. Plywood Specifications: See APA Supplement 5, Design and Fabrication of all Plywood Beams. Plywood: 5/8" APA rated 40/20 span - Struct-1 _ Height (H) = 6 in MOE = 1800000 psi tb = 0.347 in Fb = - 2800 psi is = 0.707 in Fv = 190 psi Roof Duration Factor, Cdr = 1.15 Wind Duration Factor, Cdw = 1.6 Sx = tb x H12 / 6 = 2.0820 in^3 Ix = tb x (H13) /12 = 6.2460 in44 Roof Loadina: 20 psf Roof Load w/24" o.c. trusses W = (20+15) x 24" x 1/144 = 5.833 pli a = 7" truss overhang + 16" wall recess = 23 in L = unit width - 16" recess = 182 - 16 = 166 in M = W x aA2 / 2 = 1542.9 in.-lbs. V=Wxa= 134.2 lbs. fb = M/Sx = 741.1 psi F'b' = Fb x Cdr = 3220 psi, > fb, therefore OK. fv=(3xV)/(2xisxH)= 47.4 psi F'v = Fv x Cdr = 218.5 psi, > fv, therefore OK. Def. = (Wxa^3) x (4L + 3a) / (24 x MOE x Ix) =- 0.193 in Def. allowable = 2 x a / 180 = 0.256 in 62.4 psf Wind Uplift Load w/24" o.c. trusses W = (62.4) x 24" x 1/144 = 10.400 pli a = 7" truss overhang + 16" wall recess = 23 in L = unit width - 16' recess = 182 - 16 = 166 in M = W x aA2 / 2 = 2750.8 in.-lbs. V =Wxa = 239.2 lbs. fb = M/Sx = 1321.2 psi F'b = Fb x Cdw = 4480 osi. > fb. therefore OK. fv=(3xV)/(2xisxH)= 84.6 psi F'v = Fv x Cdw = 304 psi, > fv, therefore OK. Def. = (W x a"3) x (41- + 3a) / (24 x MOE x Ix) 0.344 in Def. allowable = 2 x a / 180 = 0.256 in