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HomeMy WebLinkAboutSFR 2005 TOWN OF MONTVILLE Building Department 310 NORWICH-NEW LONDON TURNPIKE UNCASVILLE, CT 06382-2599 TEL. (860) 848-3030 X382 FAX. (860) 848-7231 BUILDING PERMIT Permit Number: B2005-0417 Date: 09-Aug-05 Map/Lot: 039/098-003 Owner ID: 5518000 Project Location: 49 PIRES DRIVE Unit: Job Description: Single Family Residence Owner Name: P&H Construction,LLC Tenant Name: N/A Careof: 410 Maple Avenue,Box 164 Uncasville CT 06382- Telephone: Contractor Name: Property Owner Telephone: (860)848-2372 DBA: Lic/Reg Type: NHC Lic/Reg No: 9106 Exp Date: 30-Sep-05 Construction Value Permit Fees Construction Information Building Value: $194,795.00 Building Fee: $1,560.00 Use Group: R-4 Plumbing Value: $18,522.00 Plumbing Fee: $152.00 Code: 1999 State Building Code Mechanical Value: $13,125.00 Mechanical Fee: $112.00 w/2004 Amendment Electrical Value: $10,836.00 Electrical Fee: — $88.00 Construction Type: 5B Total Value: $237,278.00 Penalty Fee: $0.00 Permit Code: R2 C of 0 Fee: $25.00 Comments: Plan Review Fee: $191.20 State Ed Fee: $37.96 Total Fee: $2,166.16 It shall be the owners repsonsibility to schedule the following inspections a minimum of 2 business days in advance: Field set of approved construction documents shall be available onsite during all inspections. BUILDING PERMIT INSPECTIONS PLUMBING,MECHANICAL, ELECTRICAL PERMIT INSPECTIONS © Footing-Prior to pouring concrete [] R Plumbing and leak test • Deck Piers EJ R Electrical • Backfill -Footing drains and waterproofing © Elec Trench-with conduit installed ❑d Concrete Slab-Prior to pouring concrete ❑ Pool Bonding Anchor Bolts-with sill plate and prior to floor framing El Electrical Service CRS No: 0 • Framing R HVAC ❑ Masonry Fireplace Throat or Chimney Thimble ❑ Gas Piping and leak test • Fireblocking Draftstopping INSPECTION REQUIRED UPON COMPLETION 0 Insulation ❑ Certificate of Approv• I Ce Cate o 0 panty Building Official's Approval: Town of Montville Building Department 310 Norwich-New London Tpke. Tel. 848-3030,Ext 382 Uncasville, CT 06382 Fax. 848-7231 Residential Building Permit Application Form Permit# c2Ozo- 6 i? RECEIVED VI New Construction []Addition Alteration ❑Accessory Structure AN R 1 1 2005 Singe(Family ❑ Two-EamiCy ❑ Townhouse BUILDING DEPT. Job Address t 4 ei a.c S V(l\-t.\( C (Number) (Street) (Unit) Job Description \)E(...L) 0M t_ Owner e.{- C Or.) S d -t o,,J Mailing Address ` , 0 36.y. \ City v NC!a s j `1 E State C."(" Zip O b 39LTel 8'66 / V-6/ 2 3 '7 2— Contractor Contractor S M Mailing Address City State Zip Tel / / Contractor's License/Registration Type&Number ►vEk.A...) (-t-D c c- 1 ,66, Exp. Date \ / 36 / 200.5— I hereby certify that the proposed work will conform to the Basic Building Code and all other codes as adopted by the State of Connecticut and the Town of Montville and further attest that the proposed work is authorized by the owner in fee and that I am authorized to make application for a permit for such work as described above. Separate applications are required for electrical,plumbing,mechanical,etc. Owner/Agent Signature Date 9_ / e / 2.00� Construction Value Fee Building $ $ Plumbi n,, $ $ Mechanical $ $ Electrical $ $ Work commencing before the issuance of a permit $ Certificate of Occupancy $ Plan Review $ State Education $ Total $ $ (See Reverse side for additional requirements) 4egviserf Ecbf i,m y 25 2005 Town of Montville Building Department File Receipt Date: 03-Aug-05 Receipt No: 483 Received From: P&H Const. Job Address: 49 Pires Fees Collected State Educational Training Fee Cash: $0.00 Cash: $0.00 Check: $2,166.16 Check: $37.96 Check No: 11968 Construction Value: $237,278.00 Dem ion Value: $0.00 Received By Vernon D Vesey II NEW RESIDENTIAL PERMIT CALCULATION (2 STORY) Address: 49 Pires Drive QTY $/UNIT TOTAL Living Area 2100 SF $ 66.50 $ 139,650.00 Finished Basement SF $ 20.27 $ - Unfinished Basement 896 SF $ 7.67 $ 6,872.32 Kitchen 1 EA $ 9,100.00 $ 9,100.00 Plumbing Full Bath 2 EA $ 5,000.00 $ 10,000.00 Half Bath 1 EA 3,200.00 $ 3,200.00 Garages Attached, 1 car EA $ 10,775.00 $ - Attached, 2 car 1 EA $ 18,600.00 $ 18,600.00 Attached, 3 car EA $ 25,810.00 $ - Detached, 1 car EA $ 13,850.00 $ - Detached, 2 car EA $ 21,100.00 $ Detached, 3 car EA $ 28,350.00 $ Under, 1 car EA $ 2,150.00 $ Under, 2 car EA $ 3,500.00 $ Fireplace& Chimney Prefab EA $ 4,000.00 $ Masonry, exterior EA $ 4,250.00 $ Masonry, interior EA $ 4,000.00 $ W/2 fireplaces EA $ 7,500.00 $ - Decks/Porches/Sunrooms Open 144 SF $ 17.17 $ 2,472.48 Covered 192 SF $ 25.52 $ 4,899.84 Enclosed SF $ 123.90 $ TOTAL BUILDING CONSTRUCTION COST, LESS MEP $ 194,794.64 PERMIT FEE CALCULATIONS Fee Building $ 194,795 $ 1,560.00 Plumbing $ 18,522 $ 152.00 Mechanical $ 13,125 $ 112.00 Electrical $ 10,836 $ 88.00 Work Commenced before permit issuance $ - CO Fee $ 25.00 Plan Review $ 191.20 State Ed Fee $ 237,278 37.96 Total Fees per Residential Unit $ 2,166.16 Based on 2003 RS Means Residential Cost Data 8/3/2005 Building Department 848-3030, Ext 382 CONSTRUCTION PERMIT APPROVAL 4* kt1 Property Address 1\ A-L.) 40MC Job Description The applicant is responsible for obtaining all of the required approvals checked off on this form. No building permit will be issued until all of the required signatures have been obtained. Required Department Permit Issuance Approval Approva I ® Tax Collector moi- � a •�., \1(J.0/0 Signature/g nature date ❑ WPCA Signature/date Planning&Zoning �j S/ ( 0 ( . Signature/date ❑ Health Department 09 Cal 1. 7"'Z a5- I Signature/date Er***-.---- Department of Public Works Signal. ate ' 0 State Dept. of Transportation Signature/date ❑ Fire Marshal Signature/date Commen s/Conditions: 1 d S - 2 Ea tel 4 y al �9 4 I 0 cD a = CC it \ _ m 2 1 1 I dmari X e I cJ tn a I v • ! o s M V II. t a a il hice.- • � il 6 'J \ >4 .- 0 O I- G Y N a n_ d .....-+- -t � o �a x_oa 3-a 0 Q p 3 In 0 M 0 "2 Ln v Lr- � � 4 9 e to tnE :24 1 0- ct v 0- 1-11 Ii-,1 t 0 y s -I J a tg � t Q J �•A Q r t r v Jt 1'a o !► d , J 0 XJ _ _... 4 a r � � 'An �0 N "' J Z jam. 1 Hmoi* 1111111111111111111111111 JrSo / I ms h Di 1' 4" t 0 A y w A tr- i ;c , a 1 4 in v \ Z 7 r � J U * A 3 J '3 +t 1 v a a P I J J � z 3a t a 2 3 O. > w J S h- L4 — —— vi Di 4" D 0 4.1a Q til o• . w d L► v (3 4' A _w a ►a Q a r I-- A A NORDIC I-JOIST NI-80 NI-60 I-3'h"-{ NI-40x -2/_' i1/2"1-731/2--1 A -2,/f,-1 1'h' ' A 058�/-)jF NI-20 I 1'h ........ A- OSB i/x"-1•*- I-2" .„. "'� 058W ) < 11 14"or�/e 16" 91/2",111/2" For further information, please refer to the Nordic OSB'/e-►.a- 14"or 16" Joist Construction Guide or contact your local 19'%: 19'%. distributor. Consult the Installation Guide for proper procedures. 4._ r 1650f MSR 1950f MSR 2100f MSR 2100f MSR 3933 33 23 pieces per unit pieces per unit pieces per unit pieces per unit ALLOWABLE FLOOR SPANS SIMPLE SPANS MULTIPLE SPANS JOIST ON CENTER SPACING ON CENTER SPACING DEPTH SERIES 12" 16" 19.2" 24" 12" 16" 19.2" 24" NI-20 16'-7" 15'-2" 14'-4" 13'-4" 18'-1" 16'-3" 14'-10" 13'-3" „�j2"( 4 NI-40x I 18'-8" C=r 16'-1" 14'-5" 20'-3" 17'-8" 16'-1" 14'-4" NI-60 18'-11" 17'-4" 16'-4" 15'-3" 20'-8" 18'-10" 17'-9" 16'-5" NI-20 19'-10" 18'-2" 17'-2" 15'-5" 21'-8" 18'-10" 16-9" 13'-5" 11-718" NI-40x 22'-2" 20'-3" 18'-8" 16'-9" 23'-7" 20'-5" 18'-8" 16'-8" NI-60 22'-7" 20'-8" 19'-6" 18'-2" 24'-8" 22'-6" 21'-2" 19'-1" NI-80 24'-11" 22'-8" 21'-4" 19'-10" 27'-1" 24'-8" 23'-3" 21'-7" 14" NI-60 25'-9" 23'-6" 22'-2" 20'-8" 28'-0" 25'-7" 23'-8" 19'-9" NI-80 28'-3" 25'-9" 24'-3" 22'-7" 30'-10" 28'-0" 26-5" 23'-11" 16" NI-60 28'-6" 26-0" 24'-7" 22'-10" 31'-1" 28'-1" 24'-9" 19'-9" NI-80 31'-4" 28'-6" 26-10" 25'-0" 34'-2" 31'-1" 29'-3" 23'-11" 1 Allowable clear span applicable to residential or PS 2 with a minimum thickness of 19/32 inch 4. Bearing stiffeners are not required when floor construction wan a aesign sve wau urv0 puff (40/20 or 20 o.c.)for a joist spacing of 19.2 inch- I-joists are used with the spans and spacings and dead load of 10 pst. For muttipte-span es or less,or 23/32 inch(48/24 or 24 o.c.)for a given in this table, except as required for applications, the end spans shall be 40% or joist spacing of 24 inches.Adhesive shall meet hangers. more of the adjacent span. The live load APA Specification AFG-01 or ASTM D3498. deflection is limited to L/480. Spans shall be reduced 1 foot when the floor 5. This span chart is based on uniform loads. sheathing is nailed only. For applications with other than uniformly 2. Spans are based on a composite floor with distributed loads, an engineering analysis may glued-nailed sheathing meeting the require- 3.Minimum bearing length shall be 1-3/4 inches be required based on the use of the design ments for APA Rated Sheathing or APA Rated for the end bearings, and 3-1/2 inches for properties. STURD-I-FLOOR conforming to PRP-108, PS 1 the intermediate bearings. NORDIC JOISTTM Approved by APA EWS I-joist depth Joist series / 9-1/2" NI-40x APAZI 1,'i ¢:, A. -� N Knockout holes Mill number ALLOWABLE UNIFORM LOADS BEAMS AND HEADERS - FLOOR 100% ALLOWABLE UNIFORM LOADS (PLF) - FLOOR 100% - VALUE 20F-1.6E WIDTH DEPTH CRITERIA SPAN(ft) (in) (in) 6 8 10 12 14 16 18 20 22 24 26 28 30 32 L/360 LL --- 543 278 161 101 68 --- --- --- --- --- --- --- --- 9-1/2 L/240 TL 933 544 347 237 148 98 67 --- U360 LL --- --- 543 314 198 132 93 68 51 --- --- --- --- -- 11-7/8 U240 TL 1250 852 543 376 275 194 135 97 71 54 --- 1-3/4 14 L/360 LL --- --- --- 515 324 217 152 111 84 64 51 --- --- --- U240 TL 1575 1059 756 523 383 292 223 161 119 91 70 55 --- --- U360 LL --- --- --- --- 484 324 228 166 125 96 76 60 --- --- 16 U240 TL 1924 1266 942 685 501 382 300 242 180 137 106 84 67 54 • 18 U360 LL --- --- --- --- --- 461 324 236 177 137 108 86 70 58 0240 TL 2326 1492 1098 867 635 485 381 307 253 197 154 121 97 79 9-1/2 U360 LL --- 775 397 230 145 97 68 --- --- --- --- --- --- --- ' U240 TL 1332 778 496 339 211 140 96 69 50 --- --- --- --- --- L/360 LL --- --- 775 449 283 189 133 97 73 56 --- --- --- --- 11-7/8 L/240 TL 1785 1217 776 537 392 277 192 138 102 77 59 --- --- --- ", 2-1/2 14 U360 LL --- --- --- 735 463 310 218 159 119 92 72 58 --- --- U240 TL 2250 1513 1080 748 547 417 318 230 170 129 100 78 62 --- 16 U360 LL --- --- --- --- 691 463 325 237 178 137 108 86 70 58 11240 IL 2749 1808 1346 978 716 546 429 346 257 196 152 120 96 77 44.! " L/360 LL --- --- --- --- --- 659 463 338 254 195 154 123 100 82 18 U240 TL 3322 2132 1568 1239 907 692 545 439 361 282 219 174 139 113 U360 LL --- 1085 556 322 203 136 95 69 52 -3 9 1/2 U240 TL 1865 1089 694 474 296 195 135 96 70 52 --- --- --- --- 11 7/8 U360 LL --- --- 1085 628 396 265 186 136 102 79 62 --- --- --- 1/240 TL 2499 1704 1087 752 549 387 269 193 143 108 83 64 50 3-1/2 14 0360 LL --- --- --- 1029 648 434 305 222 167 129 101 81 66 54 L/240 TL 3149 2119 1513 1047 766 584 446 322 239 181 140 110 87 70 U360 LL --- --- --- --- 967 648 455 332 249 192 151 121 98 81 16 U240 TL 3848 2532 1885 1369 1002 764 601 484 360 274 213 168 134 108 U360 LL --- --- --- --- --- 923 648 473 355 273 215 172 140 115 18 L/240 TL 4651 2985 2195 1735 1270 969 762 615 502 395 307 243 195 158 U360 LL --- 1706 873 505 318 213 150 109 82 63 --- --- --- --- 9-1/2 U240 TL 2931 1711 1090 745 465 307 212 151 110 82 62 --- L/360 LL --- --- 1706 987 622 416 292 213 160 123 97 78 63 52 11-7/8 U240 TL 3928 2677 1708 1181 863 609 423 304 224 169 130 101 79 62 rEli 5-1/2 14 L/360 LL --- --- --- 1617 1019 682 479 349 262 202 159 127 104 85 U240 TL 4949 3329 2377 1645 1204 917 700 505 375 285 220 172 137 109 16 U360 LL --- --- --- --- 1520 1019 715 521 392 302 237 190 155 127 L/240 TL 6048 3979 2962 2151 1575 1190 925 737 566 431 335 264 210 170 18 U360 LL --- --- --- --- --- 1450 1019 743 558 430 338 271 220 181 U240 TL 7309 4690 3450 2726 1982 1492 1159 925 752 620 483 382 306 248 See footnotes on page 10. a 0 e SECTION PROPERTIES AND CAPACITIES BEAMS. S AND HEADERS ALLOWABLE DESIGN PROPERTIES WIDTH DEPTH WEIGHT El M V (in) (in) (lbs/ft) (x10'lbs-in) (lbs-ft) (lbs) 9-1/2 4.04 188 4387 2771 11-7/8 5.05 366 6855 3464 1-3/4 14 5.95 600 9528 4083 16 6.81 896 12444 4667 18 7.66 1276 15750 5250 9-1/2 5.77 268 6267 3958 11-7/8 7.22 523 9793 4948 ui ', 2-1/2 14 8.51 858 13611 5833 16 9.72 1280 17778 6667 u, 18 10.9 1823 22500 7500 a N Lu 9-1/2 8.08 375 8774 5542 11-7/8 10.1 733 13710 6927 Q4f 3-1/2 14 11.9 1201 19056 8167 >` 16 13.6 1792 24889 9333 18 15.3 2552 31500 10500 9-1/2 12.7 589 13788 8708 11-7/8 15.9 1151 21544 10885 5-1/2 14 18.7 1887 29944 12833 16 21.4 2816 39111 14667 18 24.1 4010 49500 16500 9-1/2 4.04 225 5265 2771 11-7/8 5.05 440 8226 3464 1-3/4 14 5.95 720 11433 4083 1 16 6.81 1075 14933 4667 18 7.66 1531 18900 5250 9-1/2 5.77 322 7521 3958 11-7/8 7.22 628 11751 4948 2-1/2 14 8.51 1029 16333 5833 16 9.72 1536 21333 6667 w 18 10.9 2187 27000 7500 CO r 9-1/2 8.08 450 10529 5542 u- 11-7/8 10.1 879 16452 6927 r 3-1/2 14 11.9 1441 22867 8167 E- 16 13.6 2150 29867 9333 W 18 15.3 3062 37800 10500 0 9-1/2 12.7 707 16546 8708 11-7/8 15.9 1382 25853 10885 5-1/2 14 18.7 2264 35933 12833 16 21.4 3379 46933 14667 18 24.1 4811 59400 16500 9-1/2 16.2 900 21058 11083 NOTES: 11-7/8 20.2 1758 32904 13854 1 Beam weight is based on 7 14 23.8 2881 45733 16333 density of 35 pcf for Value and 16 27.2 4301 59733 18667 Select,and 37 pcf for Ultra beams. 18 30.6 6124 75600 21000 2. Moment capacity must be 9-1/2 8.54 525 13161 5542 adjusted for volume effect. 11-7/8 10.7 1026 20565 6927 The volume factor formula is: 3-1/2 14 12.6 1681 28583 8167 Cv=(12/dr'x(5125/br x 16 14.4 2509 37333 9333 d=/b d s 1.0 where beam depth(in), 18 16.2 3572 47250 10500 b=beam width(in),and ui cvL=beam length(ft). N9-1/2 13.4 825 20682 8708 3. Moment and shear capacities IL 11 7/8 16.8 1612 32316 10885 0 are based on a normal(10 5-1/2 14 19.8 2641 44917 12833 M years)duration of load and Qa 16 22.6 3942 58667 14667 should be adjusted for the H 18 25.4 5613 74250 16500 design duration of load per the -a applicable building code. 9-1/2 17.1 1050 26323 11083 11-7/8 21.4 2051 41130 13854 7 14 25.2 3361 57167 16333 16 28.8 5018 74667 18667 18 32.4 7144 94500 21000 0 Town of Montville Building Department Residential Plan Review Form Date: AUCius-r 3t 2_c."0j Job Address: 1)4 . P,/2&-J R-1 Yd- Job Description: (,..i .5/ 6Z_ The following information must be included on both sets of plans or accompanying documents(two sets are required)(C.G.S. 29-252a.) This list is offered as a guideline only. It is not meant to be all-inclusive for every permit application,nor is it meant to take the place of the building code. Your application is being rejected for the following reason(s)that are checked-off or commented on: Supporting Documentation Plan must be the same as submitted and approved Windows&Doors by the Zoning Department and Uncas Health,(if Building perm�t applicatiyn not ompleted Door and window sizes x Permit fee S L /(7(n-./6 applicable) Emergency escape&rescue opening required in Permit fee to be calculated Retaining Walls the basement or two code compliant stairs Worker's comp.Affidavit or worker'comp. Plans required (R310.1) Insurance required Documents required to be stamped and signed by a Indicate required light(8%of floor area per room) Copy Contractor's registration or license CT registered Professional Engineer and ventilation(4%of floor area per room)for Construction permit sign-off sheet with approvals Foundation Plan each habitable room or space required Plans required Indicate safety glazing in areas required such as: Provide all documentation to show compliance — doors,windows,tub&shower enclosures,etc. Dimensions with the 2003 International Energy Conservation Wall thickness Indicate bedroom egress windows(5.7 sf net clear Code(www.energycodes.gov) opening,24"clear opening height,20"clear Footing sizes Street address of project on all drawings and opening width) Column footings—size documents required Egress window sill height Frost protection not indicated or insufficient Field set of approved plans need to be picked up Window and door header sizes from our office Foundation indicate the assumed soil conditions Window well details that the system has been designed for or provide Two sets of construction documents required,this engineering data If presumptive soil conditions Garage includes engineering data,calculations,and other cannot be met,provide soil bearing engineering Plans required documentation data Minimum 5/8"Type X gypsum board separation Wind Limitations Design Criteria Concrete strength—foundation,floors,exterior (on garage side)to all living spaces—all Submit supporting data to show conformance with porches,walks,slabs combustible support framing to be covered with the wind limitations(3 second gust @ 115 mph) Vapor barrier between sub-grade and concrete minimum 5/8"Type X gypsum board if it supports Design publication needs to be identified(WFCM, basement floor required habitable rooms chapter 3,WFCM,chapter 2,ASCE 7-2002) Floor thickness and control joint location Openings between the garage and residence Documents required to be stamped and signed by a Lally column size,attachment and spacing required to have a minimum 1 3/8"solid wood CT registered Professional Engineer Waterproofing details door,1 3/8"solid core steel door,I 3/8" Documents required to be stamped and signed by a Fireplace/chimney base honeycomb core steel door,or 20 minute rated CT registered Professional Engineer if based on Concrete piers and anchor details door from the garage to the house and its basement ASCE 7-02 or WFCM chapter 2 Foundation drainage or attic Shearwalls not identified or insufficient Beam pockets—minimum clearances Indicate self-closing devices on all doors from Ridge connection not identified or insufficient Engineered foundation plan required garage to the house and its basement or attic Roof-to-wall connection not identified or Indicate slope for garage floor insufficient Crawl Spaces Elevations Wall-to-wall connection not identified or Crawl space data—clearance to joists,slab Plans required insufficient thickness vapor Wall-to-sill connection not identified or thickness(if provided), barrier Type of siding insufficient Crawl space ventilation,location,type and size Type of roofing Crawl space access,location and size Finish grades Provide engineering data for the piers to resist Buildingheights gravity,lateral,shear and uplift loads,stamped and Floor plan(s) gh Plans required Dimension height of chimney above roof signed by a CT licensed design professional — Construction documents shall be of sufficient Roof pitches Hold-down devices,location and type not identified or insufficient clarity to indicate the location,nature and extent of Elevations to match site grading Foundation anchor spacing not identified or the work proposed(R106.1_1) Building Section(s)&Details insufficient - Construction documents are to match the Plans required Construction documents do not match the orientation on the site plan reversed plans are not Floor-to-floor heights engineering data submitted acceptable,a full plan review can not be Flashing detail—windows and doors—type, --Cold-formed steel framing shall be designed in performed with the submitted documentation material accordance with COFS/PM-2001 edition Construction documents are incomplete or un- Additional sections and details required Site plan clear,a full plan review can not be performed with Fire-resistance rating details required for exterior Plans required the submitted documentation wall(s) Plan does not match building plans Basement floor plan required WalUceiling fireblocking detail Second floor plan required Finish floor elevation Stairs Dimensions Property lines not provided Stair not shown on basement plan Distance from property line to structure Finish floor elevation Riser height not indicated Kitchen layout Structure dimensions Tread depth not indicated Bathroom layout and space clearances Driveway Nosing required for closed risers Ceiling heights Topography(existing and proposed) Attic access location and size not indicated or Handrail required on at least on side of the stair Footing drain inverts,outlet and separation insufficient Stair to be minimum 36"in width above the Proposed utilities to be indicated Attic access cannot be in a closet handrail height Delineation of flood hazard areas and design flood Handrails and guardrails—detail,including height elevation required(R106.1.3) Identify the use of each room and maximum opening,handrail cross-section, Private sewage disposal system to be identified on continuity and required returns the plan(R106.2.1) Show minimum headroom in stairways— Grading is to slope away from the building, measured from nosing plane to lowest point of provide more details ceiling Deck/porch not shown 36"landing required at the bottom of the stairs A=Aa <13=Basement Q,=R,onf S=Site 1=First rFfaar 2=Second q Toor 3=Tin/Ti or 4,cvised5tpri[5,2005 #GOR D,. CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YY)06/11/04 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE BYRNES AGENCY INC HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 6 CONSUMERS AVE COMPANIES AFFORDING COVERAGE NORWICH CT 06360-75211 COMPANY • 1 A NATIONAL GRANGE MUTUAL INS CO INSURED COMPANY P&H CONSTRUCTION LLC I B P&H SEPTIC LLC 1 COMPANY 410 MAPLE AVE I C UNCASVI LLE CT 06382 COMPANY D COVERAGES THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. TYPE OF INSURANCE POLICY NUMBER I POLICY EFFECTIVE (POLICY EXPIRATION LIMITS CO !LTR I DATE(MM/DD/YY) I DATE(MM/DD/YY) ( 060325 05/22/ 105/22/05 I GENERAL AGGREGATE I S2 , 000 , 000 1 z; iGENERAL LIABILITY V V V J G J 04 v J X COMMERCIAL GENERAL LIABILITY PRODUCTS•COMP/OP AGG S2 , 000 , 000 CLAIMS MADE X OCCUR PERSONAL 8 ADV INJURY 5 1, 000 , 000 OWNER'S 8 CONTRACTOR'S PROT EACH OCCURRENCE S1, 000 , 000 — - FIRE DAMAGE(Any one tire) S 500 , 000 MED EXP(Any one person) $ 10 , 000 A AUTOMOBILE LIABILITY 060325 I 5/22/04 5/22/05 1 , 000 , 000 COMBINED SINGLE LIMIT I S ANY AUTO ALL OWNED AUTOS I BODILY INJURY S (Per person) X SCHEDULED AUTOS HIRED AUTOS BODILY INJURY S (Per accident) AUTOS I ! 1NON-OWNED i I I PROPERTY DAMAGE S AUTO ONLY-EA ACCIDENT I S GARAGE LIABILITY I ,OTHER THAN AUTO ONLY: ANY AUTO EACH ACCIDENT I S AGGREGATE IIS L EXCESS LIABILITY i EACH OCCURRENCE S IS I UMBRELLA FORM I AGGREGATE I S IS I OTHER THAN UMBRELLA FORM j WC STATU- OTH- A WORKERS COMPENSATION AND 060325 5/2 2/0 4 1 5/22/05 X(TORY LIMITS I P ER I EMPLOYERS'DABILITY EL EACH ACCIDENT $ 100, 000 I THE PROPRIETOR/ INCL ELDISEASE-POLICY LIMIT S 500, 000 PARTNERS/EXECUTIVE EL DISEASE-EA EMPLOYEE j$ 100 , 000 OFFICERS ARE EXCL OTHER I DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE TOWN OF MONTVILLE BUILDING DEP EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 31C NORWICH NEW LONDON TNPKE 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO MAIL SUCH N9TIG✓\SHALL IMPOSE NO OBLIGATION OR LIABILITY UNCAS V I LLE CT 06382 OF ANY KIND UPON THS COMPANY, It\ /AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE REGINA ERFE '/(' `` ' RE D ACORD 25-S (1/95) OACORD CORPORATION 1988 •t, '•n•. : 4:'I' i %• 45::,"....., : bSI \W' S' .Ok n . I rI-:hr •I.wi•ho.I ..yk� I ':!;r};' ;.e-,.;� y*•' 4.'1;•••::" r,!: .h•;r ...:. . �t': x `' STATE OF CONNECTICUT + DEPARTMENT OF CONSUMER PROTECTION Be it Known „„._ P & H CONSTRUCTION LLC � 41QM VE ` UNCAL ' ' '°. 'O 382 Is certified by the Dep eiA i ?k, f artrontIbtf onsttto *otection as a registered j ' i NEW HOME COST ION ONTRACTOR f Yn, 0 ! .i . 4. RANST Effective: 10/21/2004 ! 1 Expiration: 09/30/2005 " Edwin R Rodriguez,Commissioner_ _ _ '?"`:< 4,,:'10' yf% Y--, S4 `\ � \, -14., .,11:,:,.. ,. . \ a :411, ::•.*„ Y \ .• t ; '` r 1 , . ,. :.:\h. . ! ....?,..i,'.: f 4„?. .,/y V,....,. T%r5g3•. c,',,,,.., i� •� ,^ %.h \ Y ''',...,e.S ti ,0h :l.'"''''' ,,..:„.5,,, 'y^:v:• �. . . w5� J -."..0.g.,41' / \ i •J4 '' / "„i•:4:4:. r�.;�, r ti... • ✓^�.. rt•.' 1i %J(•..P. ` .I,J Town of Montville Building Department Residential Plan Review Form Date: 1"1 AY /Z / 2.42,* Job .cav j- Job Address: 1/G9 7//2-e--3 Zi112.1 V'5 Job Description: A.)et.► SP-I?... The following information must be included on both sets of plans or accompanying documents(two sets are required) (C.G.S. 29-252a.) This list is offered as a guideline only. It is not meant to be all-inclusive for every permit application,nor is it meant to take the place of the building code. Your application is being refected for the following reason(s)that are checked-off or commented on: Supporting Documentation Retaining Walls Windows&Doors Building permit application not completed Plans required Door and window sizes Permit fee$ Documents required to be stamped and signed by a Emergency escape&rescue opening required in t fee to be calculated CT registered Professional Engineer the basement or two code compliant stairs er's comp.Affidavit or worker'comp. Foundation Plan (R310.1) Insurance requiredPlans required Indicate required light(8%of floor area per room) oltatpy Contractor's registration or license Dimensions and ventilation(4%of floor area per room)for . truction permit sign-off sheet with approvalsWall thickness each habitable room or space airedIndicate safety glazing in areas required such as: Footing sizes Provide all documentation to show compliancedoors,windows,tub&shower enclosures,etc. Column footings—size with the 2003 International Energy ConservationFrost protection not indicated or insufficient Indicate bedroom egress windows(5.7 sf net clear Code(www.energycodes.gov) Foundation—indicate the assumed soil conditions opening,24"clear opening height,20"clear Street address of project on all drawings andopening width) that the system has been designed for or provide documents requiredEgress window sill height engineering data. If presumptive soil conditions Field set of approved plans need to be picked upWindow and door header sizes from our office cannot be met,provide soil bearing engineering Window well details Two sets of construction documents required,this Concrete strength—foundation,floors,exterior Garage includes engineering data,calculations,and other porches,walks,slabs Plans required documentation Vapor barrier between sub-grade and concrete Minimum 5/8"Type X gypsum board separation Wind Limitations Design Criteria basement floor required (on garage side)to all living spaces—all ,S, S .mit supporting data to show conformance with Floor thickness and control joint location combustible support framing to be covered with the ind limitations(3 second gust @ 115 mph) Lally column size,attachment and spacing minimum 5/8"Type X gypsum board if it supports - publication needs to be identified(WFCM, Waterproofing details habitable rooms chapter 3,WFCM,chapter 2,ASCE 7-2002) Fireplace/chimney base Openings between the garage and residence Documents required to be stamped and signed by a Concrete piers and anchor details required to have a minimum 1 3/8"solid wood CT registered Professional Engineer Foundation drainage door,1 3/8"solid core steel door,1 3/8" Shearwalls not identified or insufficient Beam pockets—minimum clearances honeycomb core steel door,or 20 minute rated Ridge connection not identified or insufficient Engineered foundation plan required door from the garage to the house and its basement Roof-to-wall connection not identified or or attic insufficient Crawl Spaces Indicate self-closing devices on all doors from Wall-to-wall connection not identified orCrawl space data—clearance to joists,slab garage to the house and its basement or attic insufficientthickness(if provided),vapor barrier Indicate slope for garage floor Wall-to-sill connection not identified or Crawl space ventilation,location,type and size Elevations insufficient Crawl space access,location and size Plans required Provide engineering data for the piers to resist Floor plan(s) Type of siding gravity,lateral,shear and uplift loads,stamped andType of roofing signed bya CT licensed designprofessional Plans required gn Hold-down devices,location and t e not Construction documents shall be of sufficient Finish grades YP identified or insufficient clarity to indicate the location,nature and extent of Building heights Foundation anchor spacing not identified or the work proposed(RI06.1.1) Dimension height of chimney above roof insufficient Construction documents are to match the Roof pitches Construction documents do not match the orientation on the site plan reversed plans are not Elevations to match site grading engineering data submitted acceptable,a full plan review can not be Building Section(s)&Details Cold-formed steel framing shall be designed in performed with the submitted documentation ‘-3,<>4...Plans required accordance with COFS/PM-2001 edition Construction documents are incomplete or un- Floor-to-floor heights Site plan clear,a full plan review can not be performed with Flashing detail—windows and doors—type, the submitted documentation material Plans required Basement floor plan required Additional sections and details required Plan does not match building plans Second floor plan required Fire-resistance rating details required for exterior Finish floor elevation Dimensions wall(s) Property lines not provided Finish floor elevation Wall/ceiling fireblocking detail Distance from property line to structure Kitchen layout Stairs Structure dimensions Bathroom layout and space clearances Driveway Ceiling heights Stair not shown on basement plan Topography(existing and proposed) Riser height not indicated Attic access location and size not indicated or not indicated Footing drain inverts,outlet and separation insufficient Tread depthNosing required for closed risers Proposed utilities to be indicated Attic access cannot be in a closet Delineation of flood hazard areas and design flood Handrail required on at least on side of the stair elevation required(R106.1.3) Identify the use of each room Stair to be minimum 36"in width above the Private sewage disposal system to be identified on handrail height the plan(R106.2.1) Handrails and guardrails—detail,including height Grading is to slope away from the building, and maximum opening,handrail cross-section, provide more details continuity and required returns Deck/porch not shown Show minimum headroom in stairways— Plan must be the same as submitted and approved measured from nosing plane to lowest point of by the Zoning Department and Uncas Health,(if ceiling applicable) 36"landing required at the bottom of the stairs A=Alt B=Basement I,=Rpof S=Site ]='First'Floor 2=Seconi'Floor 3='Mird'Ftoor RevisearApril5,2005 ct i 101:,\LE RECEIVED APR 2 0 2005 BUILDING C7, Permit Number REScheck Compliance Certificate Checked By/Date 2003 IECC REScheck Sofware Version 3.6 Release 2 Data filename: C:\Program Files\Check\REScheck\49 Pires Drive.rck CITY: Norwich STATE: Connecticut HDD: 5869 CONSTRUCTION TYPE: Single Family WINDOW/WALL RATIO: 0.13 DATE: 04/18/05 DATE OF PLANS: 4/10/2005 PROJECT DESCRIPTION: Colonial DESIGNER/CONTRACTOR: P & H Construction PROJECT NOTES: 49 Pires Drive COMPLIANCE: Passes Maximum UA= 1414 Your Home UA= 1303 7.9%Better Than Code(UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor ,jam Ceiling 1: Flat Ceiling or Scissor Truss 2300 38.0 0.0 69 Wall 1: Wood Frame, 16" o.c. 2515 19.0 0.0 130 Window 1: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 2: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 3: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 4: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 5: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 6: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 7: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 8: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 9: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 10: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window 11: Vinyl Frame:Double Pane with Low-E 15 0.370 6 Window_.12 : _Vinyl Frame:Double Pane with Low-E -15 0.370 __ 6_ __ . Window 13: Vinyl Frame:Double Pane with Low-E 15 Window 14: Vinyl Frame:Double Pane with Low-E 0.370 6 15 0.370 6 Window 15: Vinyl Frame:Double Pane with Low-E 6 Window 16: Vinyl Frame:Double Pane with Low-E 0.370 2 6 0.370 2 Door 1: Glass 32 Door 2: Glass 0.370 12 40 0.370 15 Door 3: Glass 40 Door 4: Solid 0.370 I S 21 0.200 4 Basement Wall 1: Wood Frame 654 19.0 0.0 Wall height: 6.0' 146 Depth below grade: 2.0' Insulation depth: 2.0' Floor 1: Slab-On-Grade:Unheated 1204 10.0 824 Insulation depth: 4.0' Furnace 1: Forced Hot Air, 78 AFUE Air Conditioner 1: Electric Central Air, 10 SEER COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2003 IECC requirements in RES check Version 3.6 Release 2 (:formerly MECcheck) and to comply with the mandatory requirements listed in the RES check Inspection Checklist. Builder/Designer Date P & H CONSTRUCTION LLC RECEIVED JUL 2 5 2005 BUILDING DEPT. DESIGN LOADS 49 PIRES DRIVE Horizontal Windward Wall F= 17.41 PSF 34 X 25 = 14799# Leeward Wall F= -20.61 PSF 54 X 18.5 = -20589# Windward Roof F= -11.34 PSF 0.80 X 34 X 25 = -7711# Leeward Roof F= -23.5 PSF 0.80 X 54 X 25(mean roof height) = -25380# Vertical Windward Roof F= -11.34 PSF .50 X 34 X 25 = -4820# Leeward Roof F= -23.5 PSF .50 X 54 X 25 = -15862.5# 6/13/2005 WINDO2 v2-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 Description: 49 Pires Drive Analysis by: Michael Wallace User Input Data Calculated Parameters Structure Type _ Building Importance Factor I 1.15 I Basic Wind Speed (V) 120 mph Hurricane Prone Region(V>100 mph) Struc Category(I, II, Ill,or IV) Ill Table 6-2 Values Exposure(B,C,or D) C Alpha= _ 9.500 Struc Nat Frequency(n1) 1 Hz zg= 900.000 Slope of Roof 6.0 :12 Slope of Roof(Theta) 53.1 Deg Type of Roof gable Kd(Directonality Factor) 0.85 Eave Height(Eht) 18.50 ft Ridge Height(RHt) 27.00 ft Mean Roof Height(Ht) 25.00 ft Width Perp.To Wind Dir(B) 34.00 ft At= 0.105 Width Paral.To Wind Dir(L) 54.00 ft Bt= 1.000 Bm= _ _ 0.650 Calculated Parameters Cc= 0.200 Type of Structure I= ^_ 500.00 ft Height/Least Horizontal Dim 0.74 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft Gust Factor Category I: Rigid Structures -Simplified Method Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Gust Factor Category II: Rigid Structures -Complete Analysis Zm 0.6* Ht 15.00 ft Izm Cc'(33/z)^0.167 0.2281 Lzm I*(zm/33)^Epsilon __ 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9202 Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.8830 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 Copyright 2005 www.mecaenterprises.com Page No. 1 of 3 6/13/2005 WIN D02 v2-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure (Ib/ft^2) Windward Wall* 0 Ib/ft^2 +GCpi -GCpi 27 0.96 1.00 34.62 17.41 29.67 25 0.95 1.00 34.06 - 17.03 29.29 20 0.90 _ 1.00 32.50 15.97 28.23 18.5 0.89 1.00 31.97 15.61 27.87 15 0.85 1.00 30.59 14.67 26.93 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Systems (Method 2) + ++++++ + ++ 4rP %,i. ♦ + B -0 ♦ r w ♦ IE III N 14 IIII♦ 4 Z M N I+++++++++++ ♦ Yr M N N ►I It H I L Variable Formula Value Units Kh 2.01*(Ht/zg)^(2/Alpha) _ 0.95 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*I*Kh*Kht*Kd __ 34.06 psf Khcc_Comp&Clad: Table 6-3 Case 1 0.95 _ Qhcc .00256*V^2*I*Khcc*Kht*Kd 34.06 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) 2,516 Reduction Factor 0.80 Calculations for Wind Normal to 34 ft Face Cp Pressure(psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 34 ft wall) -0.38 -17.20 -4.94 Leeward Walls (Wind Dir Normal to 54 ft wall) -0.50 -20.61 -8.35 Side Walls -0.70 -26.40 -14.14 Roof-Wind Normal to Ridge (Theta>=10) -for Wind Normal to 34 ft face Windward -Min Cp 0.32 2.99 15.25 Windward-Max Cp 0.47 7.51 19.77 Copyright 2005 www.mecaenterprises.com Page No. 2 of 3 6/13/2005 WINDO2 v2-02 Detailed Wind Load Design (Method 2) per ASCE 7-02 Leeward Normal to Ridge -0.60 -23.50 -11.24 Overhang Top (Windward) 0.32 9.12 9.12 Overhang Top (Leeward) -0.60 -17.37 -17.37 Overhang Bottom (Applicable on Windward only) 0.80 21.74 21.74 Roof-Wind Parallel to Ridge (All Theta)-for Wind Normal to 54 ft face Dist from Windward Edge: 0 ft to 50 ft-Max Cp -0.18 -11.34 0.92 Dist from Windward Edge: 0 ft to 12.5 ft- Min Cp -0.90 -32.19 -19.93 Dist from Windward Edge: 12.5 ft to 25 ft-Min Cp -0.81 -29.46 -17.20 Dist from Windward Edge: 25 ft to 34 ft- Min Cp -0.59 -23.33 -11.07 * Horizontal distance from windward edge Figure 6-18 Force Coefficients for Monoslope Roofs over Open Buildings, Cf Variable Description Value L Roof dimension normal to wind direction 54.00 ft B Roof dimension parallel to wind direction _ 34.00 ft UB Ratio of L to B 1.588 _ _ Theta Slope of Roof 53.1301 Deg Cf Force Coefficient 0.00 X Distance to center of pressure from windward edge 0.00 ft Copyright 2005 www.mecaenterprises.com Page No. 3 of 3 • 1 . — — — ------ —i I .___ _ .= _— ii ' l ; J i i1 I" i 9 il !M r I N a I I t-. 1 / i 8/L1 •0.9 / c • ii1 e A 1 . a 1 0 � N • In 'n liill IV 2 o Q M N->< - 2 • - o cv ;. _ W 'n ' si = rq I O 0 1 .t..1 r' •s lii 00 N a ` $ f O_ in Ca6J \0 • O V t • 95 en �r n N /1 /- O .i wl- en c1� 2 - o vs tr%x 0 - M I • 11._. ....,.1fi _ �.._ `y __o U c I ______,_____________,;_---------ii �D 11.1: 67 Hr ' n .2. y J I J Q6 ct 3 i o w ID s i 1 (49.\_1,443`-11 •t. ' M )1n4 i -B/L t-.11 , „0-,9 l1 L- I ' M "' t9 t- 0 it Q ' Q `r _ W I r —J I w x ( o i 0 o., 3 I o M ' Ga. a o : 1 c i, N .-i, I g g .AJ I r j9\ ct _,, 1 -; ';„ WVI � N 6\ 0 V o a aO !ji. " A h 4 d - oM L � -? O - M LA it A 2 . -JN� � Q - t- a o I v c97 o1V I o -t 43 c '� — -13 d __� Ui ti 'I f �.1 II II I I `•) ''-cu i1 -- - V - Y - . ' 4 1 - — _ 3, 1 ( 1-,--,-&_-,r. - ..��•i RltiUti ifltitititiIiIItifi . NMititititititi� .,:., I oi RE MAY 6 2005 ..:... ,, , , [I n , Li , .. , .i :., , i .. BUlLDNG DEPT. ri 0 . 1: . I 1bit e' - . ' -pc-Sc - 1 � ,� l) i, C, '.t : b.,, c�, 2 'o i, s- / �' • f, 1/2 �tiall t� rt f It`• Ph IN- X El On 'IC CL I ` �l . t.Ac[ ' Si4 V`pc. f(l PxC. LI „..., s,c),D so" CN-0* r\`` [I , „.sTs,.) r 3t�tTt(0 =2., IT 44-44444 II , 111 44 .; t IL __ {, _ /1.. ' � I I Ivy LL'V 1 l it �t: S !n� T U, 0.G/f/ t` :34E / 'DI / ;' I ,/ II". D L,,,__. . _......x_......... . „ A. A lit C( /1.-r:_ -> '' G1-1icE ,,, , , Q fc, I AC( n .L f..c1, -.. JOB I.P= P & H CONSTRUCTION, LLC SHEET NO OF P.O. Box 164 CALCULATED BY CA; VG 'Lu, . tt- (--.---PATE k L UNCASVILLE, CONNECTICUT 06382 (860) 848-2372 FAX (860) 848-8721 CHECKED BY 0A-4\.E____ SCALE --S-VA.\i1/4.j....:1,-,E(\ fr.:2_01-11 I (2_5-1— \-- (e.,c,,___ •‘ .., !I ,, H 1 _ __ _ _____ _ __ _ 1 1 ID 11 „Li; 1 1 ---: 1 1_, - i i_All t) . . . r,LA ';' )- .,...).:,-\ I I-) , 1 —----_____L L ,. 1 .3 i tic e_.,,f\t) ...........i.,k,------ 3s „ 1 : .-e,, ...--,-- - 1 1 . . 1 l& _ 16 i . i , ! I ,.,.., 1 22 „...... , C.A4-Lk ii.31.,:- k..:_.—• 411— .P. 1 t Lk.z;n ,..z •k-,- - I I I . I 55 I i ..26• :-') ( (o, I , ,_ -----''---------.4. ''' 1 -' -5 C,') • ' _...------ -:----. .‘” I (--k p.p.:,C(--A c-, 3 '4. n\ r-Vt^i\LI i IX Li XII- t'csi 1300(t 1 )-IC' t D PRODUCT 207 Design Properties, Material Weights, and Job-Site Safety Trus Jots; • Ti!"Joist Spcc•tier's Guide 2025•Ma9,:n 200.1 Design Properties (100% Load Duration) Material Weights Basic Properties Reaction Properties (Include TJI®weights in dead load Maximum 1a/i" 3'k"Intermediate calculations-see Design Properties Depth TJI® Joist Resistive Joist Only Maximum End Reaction(lbs) table at left for joist weights) Weight Momentin El x 106 Vertical ` Reaction No Web With Web (lbs/ft) (ft-lbs) (in.2-lbs) She lbs) (lbs) Stiffeners Stiffeners Floor Panels 110 2.3 2,380 140 1,220 ' 885 1,935 N.A. Southern Pine 9W 210 2.6 2,860 167 1, 30 i 980 2,145 N.A. 'h'plywood 1.7 psf 2302 7 3,175 183 1,330 '1,035 2,410 N.A. plywood 2.0 psf 110 25 3,01155 238 1,5 3'a 210 2.8 3,01Y 60 885 1,935 2,295 'plywood 2.5 psf 283 1,5 55 980 2,145 2,505 T'r§'plywood 3.8 psf 11W 230 3.0 4,015 310 1,655 1,035 2,410 2,765 360 3.0 6,180 419 1,705 j _ 1,080 2,460 2,815 'OSB 7.8 psf 560 4.0 9,500 636 2,050 1 1,265 3,000 3,475 "OSB 2.2 psf 110 2.8 3,565 351 1,860 885 1,935 2,295 W OSB 2.7 psf 210 3.1 4,280 415 1,945 980 2,145 2,505 143'OSB 3.1 psf 14" 230 3.3 4,755 454 1,945 1,035 2,410 2,765 1W OSB 4.1sf 360 3.3 7,335 612 1,955 1,080 2,460 2,815 p Based on:Southern pine-40 pcf for 560 4.2 11,275 926 2,390 1,265 3,000 3,475 plywood,44 pct for OSB 210 3.3 4,895 566 2,1902_._05" 980 2,145 2,505 16" 230 3.5 5,440 618 2,190 i 1,035 2,410 2,765 Roofing 360 3.5 8,405 830 2,190 1,080 2,460 2,815 Asphalt shingles 2.5 psi _ 560 4.5 12,925 1,252 2,710 1,265 3,000 3,475 Wood shingles 2.0 psf (1)Caution:Do not increase joist moment design properties by a repetitive member use factor. Clay tile 9.0 to 14.0 psf _ Slate(1b'thick) 15.0 psf General Notes TIP'joists are intended Roll or Batt Insulation(1"thick): for city-use applications Rock wool 0.2 psf • Design reaction includes all loads on the joist.Design shear is computed at the face of supports including all loads on the span(s).Allowable Glass wool 0.7 psf shear may sometimes be increased at interior supports in accordance Floor Finishes with pending ICC ESR-1153 and these increases are reflected in span Hardwood(nominal 1') 4.0 psf tables. Sheet vinyl 0.5 psf • The following formulas approximate the uniform load deflection Carpet and pad 1.0 psf of A(inches): 3/4'ceramic or quarry tile 10.0 psf For For Concrete: TM®110,210,230,and 360 Joists TJI®560 Joists Regular(1') 12 0 psf 9= 22.5 wL4+ 2.67 wL2 A 22.5 wL4+ 2.29 wL2 Lightweight(1') 8.0 to 10.0 psf El d x 105 El d x 105 Gypsum concrete(W) 6.5 psf w = uniform load in pounds per linear foot L = span in feet Ceilings d = out-to-out depth of the joist in inches Acoustical fiber tile 1.0 psf El = value from table above 1h"gypsum board 2.2 psf W gypsum board 2.8 psf Plaster(V thick) 8.0 psi �3 '1• 1k? WARNING Lack of concern for proper bracing during construction can t :� ' 'U NOTES: result in serious accidents. Under normal conditions if the g guidelines are observed,accidents will be avoided. P�s Joists are 1. All blocking,hangers,rim boards,and rim joists at the end supports of the ice''/:.�' -unstabia_ - TJt®joists must be completely installed and property nailed. until;bracer 2. Lateral strength,like a braced end wall or an existing deck,must be estab DO NOT allow workers to walk )fished at the ends of the bay.This can also be accomplished by a temporary or ' on joists until braced. sate. . . , c permanent deck(sheathing)fastened to the first 4 feet of joists at the end of =' INJURY MAY RESULT. -Bracing Includes. - the bay. AIL% ;:;' ';..:-•Blocking n 3. Safety bracing lines of 1x4(minimum)must be nailed to a braced end wall or " ' • sheathed area as in note 2 and to each joist.Without this bracing,buckling _ ;-•`.' 1 � 'v' , sideways or rollover is highly probable under light construction loads-like a •flim Board;u * 4 worker or one layer of unnailed sheathing. \�i�� g s 4. Sheathing must be totally attached to each TJI®joist before additional loads ��' *�118at{1tt1 �s R Rim Joist., can be placed on the system. DO NOT stack building materials a t on unsheathed joists.Stack only •$trUt�1f1eS 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. over beams or walls. ' - 6. The flanges must remain straight within a tolerance of k'from true alignment. NOV-23-2a05 11 :57 AM P&HCONSTRUCTION 860 848 8721 P. 01 P . Box 164 Urxsvile,CT 06382 Ph (860) 848-2372 r' }J Fx. (860) 848-5721 CONS TRIJC; �IO!\J LLC:. t JNC A-,\!it LE CT GENERAL CONTRACTORS (866) 848-2372 Fax /kw: , lt\er B r —• From: M.1 -e 'C Fax: q46 - Z 2- t. Pages: Phone: e r - 4111P 't 7 Data: (k 23 ZOO Ra: t4 9 �L ►� tfZ. ATM: 1:)r S!`'SC` ❑ Urgent Fur Review 0 Please Comment 0 Please Reply 0 Please Recycle Lrifr , (.046- - ^T"�•t ti s NOV-2'3-2005 11 :57 AM P&HCONSTRUCTION 860 848 8721 P. 02 will Si" r 1 g G d ' • d IA O t V + 1 1 C o N '•'- AIN ei 3'1 930 LI' r '0C .J 4M 4' 0r_ r • i- J' * I-. al in M1 $1-i 1 r !IL., 1 s v o xi 91 4 f•st IV ft Irs s r ` o i A so� � ' a 4 6 7 f e 1 4 � -j NOV-2'3-2005 11 :58 AM P&HCONSTRUCT ION 860 848 8721 P. 03 Int ti4 1 I r1 g liff J 0 C _a C 00. V3 I J t. t' P d 1 X J4. r� 43 �_ v III 7 k M 1 ill DI as a 0 44 1.0 :1 p c"0 11 a 4 W d a N ) . [ - t 1-%. 117 4 P -I �1