Loading...
13-073 (34) 25 COLES MEADOW RD BP-2000-0552 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 13 -073 CITY OF NORTHAMPTON Lot: -001 Permit: Building Category: ADDITION BUILDING PERMIT Permit# BP-2000-0552 Project# JS-2000-0974 Est. Cost: $10000.00 Fee: $50.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: Teagno Construction Inc 034716 Lot Size(sq. ft.): 492663.60 Owner: NEW ENGLAND DEACONESS ASSOCIAT Zoning: SR Applicant: Teaano Construction Inc AT: 25 COLES MEADOW RD Applicant Address: Phone: Insurance: P 0 Box 2054 (413) 549-0803 Workers Compensation AMHERST 01004-2054 ISSUED ON:12/2/99 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT CANOPY ROOF NORTH SIDE LOADING DOCK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Inspector of Buildings Underground: Service: Meter: Footings: Rough: Rough: House# Foundation:/OG e-S C2 1-s Final: Final: Rough Framer k a_rse,B "` ' Gas Fire Department Fireplace/Chimney: Rough: Oil_ Insulation: Final: Smoke: Final: F1/r 41-- as-,"-1 44-1 THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLA N OF ANY OF ITS RULES AND REGULATIONS./ ®���'�- - Certificate of Occupancy signature: Fee Type: Receipt No: Date Paid: Check No: Amount: Building 12/2/99 0:00:00 $50.00 212 Main Street,Phone(413)587-1240, Fax: (413)587-1272 Building Commissioner-Anthony Patillo 25 COLES MEADOW RD BP-2000-0552 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 13-073 CITY OF NORTHAMPTON Lot:-001 Permit: Building Category:ADDITION BUILDING PERMIT Permit# BP-2000-0552 Project# JS-2000-0974 Est.Cost: $10000.00 Fee: $50.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: Teagno Construction Inc 034716 Lot Size(sq. ft.): 492663.60 Owner: NEW ENGLAND DEACONESS ASSOCIAT Zoning: SR Applicant: Teagno Construction Inc AT: 25 COLES MEADOW RD Applicant Address: Phone: Insurance: P 0 Box 2054 (413) 549-0803 Workers Compensation AMHERST 01004-2054 ISSUED ON:12/2/99 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT CANOPY ROOF NORTH SIDE LOADING DOCK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Inspector of Buildings Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Final: Final: Rough Frame: Gas Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: Fee Type: Receipt No: Date Paid: Check No: Amount: Building 12/2/99 0:00:00 $50.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo 4 File#BP-2000-0552 APPLICANT/CONTACT PERSON Teagno Construction Inc ADDRESS/PHONE P 0 Box 2054 (413)549-0803 PROPERTY LOCATION 25 COLES MEADOW RD MAP 13 PARCEL 073 ZONE SR THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid 701W (nor'— Typeof Construction: CONSTRUCT CANOPY ROOF NORTH SIDE LOADING DOCK New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 034716 3 sets of Plans/Plot Plan THE F LOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION: ' Approved as presented/based on information presented. Denied as presented: Special Permit and/or Site Plan Required under: § PLANNING BOARD ZONING BOARD Received&Recorded at Registry of Deeds Proof Enclosed Finding Required under: § w/ZONING BOARD OF APPEALS Received&Recorded at Registry of Deeds Proof Enclosed Variance Required under: § w/ZONING BOARD OF APPEALS Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Co ission /2 sy Signature of Building O icial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. rlcv 08 S9 01 t 26p 11 kt ,o,,�� pill(I�BUltn"li MA 01G60 File Nc.owck .S0,_ v,01;1 ZONING PERMIT APPLICATION (§10. 2) PLEASE TYPE OR PRINT ALL FORM T IO14 1. Name of Applicant: Teagno Construction, Inc. Address: P.O. Box 2054, Amherst 01004 Telephone: (413) 549-0803 2. Owner of Pro New England Deaconess Association Percy: 80 Deaconess Road, Concord, MA 011 42 Address: ele one: (978) 369-5151 • 3. Status of Applicant: Owner Contract Purchaser Lessee • X other(err;lain): General Contractor —_ 4. Job Location: Rockridge at Laurel Park, 2.75 Coles Meadow Road, Northampton Parcel Id: Zoning Maps 1 3 Parcel# / District(s): cSa (TO BE FILLED IN BY THE BUILDING DEPARTMENT) 5. Existing Use of Structure/Property Retirement Home 6. Description of Proposed UseiWork/Project/Occt:pation: (Use additional sheets if necessary): Construct a canopy roof on North side of building at loading deck — in two sections: one is 21' long x 6' wide, the other 18' long x 11' wide. 7. Attached Plans: x Sketch Plan Site Plan x En ineerediSurveyed Ran: Arsners to the following 2 questions may be obtained by checking with the Building Dept or?tanning Department Files. 8. 1-ae a Spe:iar Perrit,Varian:e' ir.ding ever been issued fcr.'on the s:te? NO DONT KNC x YES IF YES,data:sued: iF YES: Was the permit recorded et the Registry of^reeds? NO DON'T Know x YES IF YES: erter Book Page and/or Document# 9. Does the s:te contain a brook.body of water or weJards? NO DON'T KNO'P: x YES IF YES,has a permit been or need to he obtained from the Conservation Commis:1%m? Needs to be obta:r.ed Obtained ,date issued: (FORM CONTINUES ON OTHER SCE) No,/ 08 99 01 : 26p ..... ..a _ P• 2 10 Do any signs exist on the property? YES x NO IF YES,describe size,type and location: 3 signs, 1-2x3, 2-3x4 Are there any proposed changes to or additions of suns intended for the property?YES_ NO_X - IF YES,describe size,type and location: • 11 . AT,T, INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION. '.wiz ccaanz to be f..:2.d is • br e_• ZILild'_3q nr.,m:ea.ee Required Existing Proposed By Zoning ' . . . Lot size 492,000 sf no change JO 6�0 J e 551 no change Frontage 42 - — Setbacks - frnnt 140 _ no change �e) - side L200 R: 140 ne.chang : I a2 0 - rear 440 no change Building height Basement + 3 stories no change 3s Bldg Square footage 32,107 sf J 32, 727 p�0 %Open Space: 75% no change (Let area minus bldg tpat,9/ Fay C_.ig) i 7° of Parking Spaces Ihin— IL— 4Q no change _ Rear L i I of Loading Docks 1 T l Pill: t volume -& location) 1 n/a i t1 13 . Certification: I hereby certify that the informaticr. contained herein is true and accurate to the best o: iry knowle DXI'E: 11/29/99 APP:,ICANT's SIGNATURE IZ\ . NOTE: Issuance. of a zoning permit does not relieve an applloan bur� %�'�ten to comply tyith s.11 zoning roqulrementa and obtain all required permits from the 6 and of Health. Censor-vat on Commission. Department of Publlo Works and other applloable permit granting authorttlez. FILE # p. a z I > a //::::0 zt d -o I yy 3-iaO1 r' / .,..r.-.-,. ° v. .GCA _ n -1 x oC yo > I f . Zoning Miscellaneous Additions.Repairs,Alterations.etc. Tel.No. 549-0803 Alterations X • "�''%. IrORTHAMPTON, MASS. 19.._._ Additions X +t Repair le�0-�ri). APPLICATION FOR PERMIT TO ALTER Garage g 1. L.ocation 25 Coles Meadow Road, Northampton, MA 01060 Lot No. 2. Owners name New England Dpacone s Association _Address 80 Deaconess Road, Concord. MA 01742 3. Builder's name Teagno Construction, Inc. Address 278 Tr•iarlgl e Street, Amherst, MA fll n07 Mass.Construction Supervisor's License No. Tlnnal d J. Teagno 034716 Expiration Date 01/10/00 4. Addition Construct a canopy over existing loading dock 5. Alteration _ 6. New Porch 7. Is existing building to be demolished? no 8. Repair after the fue 9. Garage No.of cars Size -___ 10. Method of heating n/a 11. Distance to lot lines no change 12. Type of roof Metal w/wood rafters 13. Siding house _ _ 14. Estimated cost:- $10,000.00 The undersigned certifies that the above stater-1cnts are true to the test cf ht know edgy-and belief. . know,--and Sqna,wt of rtrpon:.b;t opp.ccanl Remarks ^ n o v uu u a s c e r.. p • TT - - i c :;�i; l fir laf m lt�tnt�rtutt t* '' t •'��r �� ,, DEPARTMENT OF BUILDING INSPECTIONS a =t f .• 'Ng INSPF' 212 Main Street ' Municipal Building Northampton, Mass. 01060 tea y WORKER'S COMPENSATION INSURANCE AFFIDAVIT Donald J . Teagno , President , Teagno Construction , Inc . (ucers /permittee) with a principal place of business/residence at 228 Triangle Street , Amherst , MA (phone#) (413) 549-0803 (stretdC:ty!cgtrlzip) do hereby certify,under,the pains and penalties of perjury, that: (X(I am an employer providing the following worker's compensation coverage for my employees working on this job: Royal Indemnity Co . 00RCS299338 04/01/2000 (insurance Company) (Policy Number) (Expiration Date) ( ) I am a sole proprietor, general contractor or homeowner(circle one) and have hired the contractors listed below who have the following worker's compensation policies: (Name of Contactor) (Insurance Company/Policy Nurn c) (Expiration Date) (Nam:of Contractor) (Insurance Company/Poticy Number) (Expiration Date) (Name of Contractor) (Insurance Corr /Policy NrrrbeI; r (Expiration 1 e) (Name of Contractor) (Insurance Company,?oiicy Number) (Expiration Date) (much additional elect if neeetery to include ittortnatioo patainiu lo all ooatr ieoca) ( ) I am a sole proprietor and have no one working for me. - ( ) I am a home owner performing all the work myself • NOTE please be aware the virile bcaeoweers who employ pampa to do r •,,,,...censruaioticr noolt."Ark on.dwcirin Qt .4 more than dares tarn,in which the bettteecmer:4 a co the VOLgrounen appurtenant them are not gencr.hy con i:lend to be caviares wader the weeicet z orcepeoaerim Act(GL152.n 1(S)),a Wlum.tic a by a bomooana Ara lion=or permit may evidnxe she lops statue etaa empleyeevadeetbe Workeee Ceawmauon Act I anderetaa4 islet a copy ottba a"-'-t may be forwarded so the Departaoaa ofraduaW Aoeideate OZoe of laearaaos me sba comae verifica roe aril that like to tcaure coverage under section 23A of MOL 132 an lead to de napeadim of crmiaar pe ebim corers a of a Bre ofup to 21.500.00 sofa imptioe®cvt of tip to ere year aid tint p oaltiea in the form et a Stop Wort Order aid a fire c15100.130 a dt'y sgalant ID¢ see decal use only Permit Number . . 10 1 MOPS lane# ,.:.. .._ . ...._.-- Signature of eszaiUee )),tp v rn 0 Gz7 c7 CA) r�vti 1 (�'b" 1•- l`t'6`� -r - ----- lb' ----- ,l, 'a c, o '-�'_. C �x lsrr).c < auLc0eN� .�rn n 7 N' t /� . :X(STI1\L� LOA-u rrt(k _/_ e"' tsrI hLC� \ VLR v-m cTf41 fiS Cptay►N n! 1/ t�c�srrp.14 \ rx .4s1t11.4 t_oko'r4 P LA-Tv \ I ,,,�/ ,-- _ - / 7-'i, C I u`a E \ — — 2-�xro vhL_ PPei'w, I\ eZGt OF Nttiv `, Lo Ail-i7.1u.ou.s 2uof A-P,mi.E .m Soa 6,-Lt0 \ \ 1� v"V F ocrn A G,) t r + 12 SON OZt�gl. • . _ (tEB" Stcow GitAtoE) \� \� frs )4xy Pr coc_ccw,N r-,ew 1ixy P.D. Cdt,j i41 l Nru P2cssurtF i l T�RtVke- -O Cull f . \ ex,sri C Lo.er ',Jt` - t��G-�Oc 14EW tZctK et-cx-Ovt' - PUtrtFuKw. sTh0-1 f 1.00g-'?LtCk) 1..4146 11 ,xl C. r3/6(-0P-ck c rry(ye y _ yy _ 110L4 5 c vR,C- 412-0C l� (L e R L O LiCtk' L Ifi2t� . II 1Z'SI5q ;✓ .,Iyv1 „ ?I-1410d "dirty-)014%1?l717crA „0,1 G 1,-e4 -. 7 Ds ) dony,10 hiN(OVO-1 (N't0 L )as -.ri44M T - —, ha) " h+1 1 M aS --f 110167 ‘. 1 \ �o*c.Z , `71-1Il^'dci yNiy$, - )1`144S1x� N",.M-8(2 ---V1 Q il o a 7rO Jot `'iKi-4s,ya 01yon7Y?4 N1Z`rtt-1 (wl210-1.1/k.63 1111"'flg.rj ' 1 , S—�4>t►�cJ ' c i-rroo ,ciO5dw1k5, i I I I . 1 / „1,J,I j / TN 1ySIX i -0?-vv,407171y$ / 7 fv/Jslxa • / "s"I 0 s c'oy ts-..l. h ti^+r1'1O'J a.A.1.10,2 Z11 (s,i,S"4 0nr4 @)+1,7a=1 l S1SOab°t�SNf ot+i��d/ drr7171,14d a7o-K fir, a.�0o4, ‘Awat/d-VJ �aa N-l>>1')1"2fa S-�nJsd�tier4 : . ctiwr„-10-0.rosdl\nls.. / wv94°13 r1w1 MIlxhAl-sc / ' - !=- (3+4 7 / r - -- �- �� -t2J�yv,Nosu is„ •:%:.= ir :% _� —� s'72/Y-k/d 1n11 ••14,11/.441 u CW/Y •mAs Sti1-rur1d 41Lr,3N ' y'O■a l;®°)a-E. Nap! rjNl�1d\-iYitv!wt 1-U y-zdil'wAd %lAifls\ • , rwron {tip clAgnmad,y T/113.11�. 1: 5. ` _ ' f.Oyo0 C Al-Ct1--L_ , 1 C-U-v s' .g est F LoAr0 C -Cu L c) S amyl 5 i\f t'k . mot` -RN :,2 = `f•S'x l8 ' 3 c�f tf Com_ek t 7.-Por 3 +to (4 I j- S Pi) s ( .F (jp L rz.1 c L_O Yie /I v - P o mac. © /c. X 2 p = 3of (woe: uir. z/Px// %' ri- a x 2 p-c = `toy i .T Lo#rD 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS ONE AND TWO FAMILY DWELLINGS-ROOF-CEILING CONSTRUCTION TABLE 36082.4n ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS 35 Lbs.per Sq.Ft.Live Load(Supporting Gypsum Wallboard Ceiling) For Use in Snow Load Zone 3 DESIGN CRITERIA: Strength-35 Ibs.per sq.ft.live load plus 10 lbs.per sq.ft.dead load determines fiber stress. Deflection-For 35 lbs.per sq.ft.live load.Limited to span in inches divided by 240. RAFTERS:Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection. HOW TO USE TABLES:Enter table with span of rafters(upper figure in each square).Determine size and spacing(first:olumn) based on stress grade(top row)and modulus of elasticity(lower figure in each square)of lumber to be used. RAFTER SIZE ALLOWABLE EXTREME FIBER STRESS IN BENDING,"Fb,"(psi) AND SPA CLNG (inches) (inches) 300 400 500 600 700 800 900 1000 i 1100 1200 12.0 5-10 6-8 . 7-6 8-2 8-10 9-6 10-0 10-7 11-1 11-7 0.15 0.23 .32 .42 .53 .64 .77 .90 1.04 1.18 I 5-0 5-10 6-6 7-1 7-8 8-2 8-8 Nik 9-7 10-0 16.0 .13 .20 .27 .36 .46 .56 .66 .90 1.02 24.0 4-1 4-9 " 5-4 5-10 6-3 6-8 7-1 7-6 7-10 8-2 • • .10 .16 .22 .30 _ .37 .45 .54 .64 .73 .83 12.0 7-8 8-10 9-10 10-10 11-8 12-6 13-3 13-11 14-8 15-3 .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 2 x 8 16.0 6-7 7-8 8-7 9-4 10-1 10-10 11-6 12-1 12-8 13-3 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24.0 5-5 6-3 _ 7-0 7-8 8-3 8-10 9-4 9-10 10-4 10-10 .10 .16 .22 .30 .37 .45 .54 .64 .73 .83 12.0 9-9 11-3 -12-7 13-9 14-11 15-11 16-11 17-10 18-8 19-6 • .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 2 x 10 16.0 8-5 9-9 - 10-11 11-11 12-11 13-9 14-8 15-5 16-2 16-11 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24.0 6-11 8-0 8-11 9-9 10-6 11-3 11-11 12-7 13-2 13-9 .10 .16 .22 .20 .37 .45 .54 .64 .73 .83 1• 2.0 11-10 13-8 • 15-4 16-9 18-1 19-4 20-6 21-8 22-8 23-9 .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 { 10-3 11-10 13-3 14-6 15-8 16-9 17-9 18-9 19-8 20-6 2x 12 16.0 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24.0 8-5 9-8 10-10 11-10 12-10 13-8 14-6 15-4 16-1 16-9 .10 .16 .22 .30 .37 .45 .54 .64 .73 .83 (inches) (inches) 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 12.0 12-I 12-6 13-0 13-5 13-10 14-2 14-7 15-0 15-4 15-8 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 10-5 10-10 11-3 11-7 11-11 12-4 12-8 13-0 13-3 13-7 2x6 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 8-6 8-10 9-2 9-6 9-9 10-0 10-4 li,-7 10-10 11-1 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 12.0 15-11 16-6 17-1 17-8 18-2 18-9 19-3 19-9 20-3 20-8 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 13-9 14-4 14-10 15-3 15-9 16-3 16-8 17-1 17-6 17-11 2 x 8 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 24.0 11-3 11-8 12-I 12-6 12-10 13-3 13-7 13-11 14-4 14-7 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 20-4 21-I 21-10 22-6 23-3 23.11 24-6 25-2 25-10 26-5 12.0 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 17-7 18-3 18-11 19-6 20-1 20-8 21-3 21-10 22-4 22-10 2 x 10 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 14-4 14-11 15-5 15-11 16-5 16-11 17-4 17-10 18-3 18-8 24.0 94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 12.0 24-8 25-7 26-6 27-4 28-3 29-0 29-10 30-7 31-4 32-1 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 21-5 22-2 23-0 23-9 24-5 25-2 25-10 26-5 27-2 27-10 2x 12 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 17-5 18-1 18-') 19-4 20-0 20-6 21-I 21-8 22-2 22-8 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 For SI: I inch=25.4 mm.I pound per square inch=6.895 kPa.I pound per square foot=0.0479 kN/m2. NOTE.The modulus of elasticity.'E'in 1.000.000 pounds per square inch is shown below each span. 2/7197 (Effective 2/28/97) 780 CMR-Sixth Edition 579 `� Roof Beams & Headers i 7: Maximum Uniform Load (PLF) @ 33% Increase t .. 1 Ply 13/4".z 9Y4" ;' ` 1 Ply'13/a"x 111/4` 1 Ply 1 /a"x 117/s" 1 Ply 13/a"x 14" " ' 1 Ply 1�/4"z 16".. , • ''�S : Span* Live Load Total Live Load Total Live Load Total Live Load Total Live Load Total `r, Deflection Load Deflection Load Deflection Load Deflection Load Deflection Load 'Ys' : (Ft.) >; .x L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 1 8 882 588 1001 1429 998 1429 1535 1151 1535 1922 1755 1922 2331 2331 2331 g 10 472 315 630 817 545 926 948 632 1026 1400 985 1400 1697 1396 1697 } • 12 280 187 374 490 327 643 571 381 712 902 602 972 1250 864 1250 14 179 120 239 316 210 421 369 246 492 588 392 714 852 568 918 ;° 15 147 98 195 259 173 345 302 202 403 484 323 622 704 469 800 ,',y', `, •4• ' 16 121 80 162 215 143 286 251 167 334 403 269 537 587 392 703 ,• 17 102 68 135 180 120 240 211 140 281 339 226 451 495 330 623 'j' 18 86 57 114 1.52 102 203 178 119 238 287 192 383 421 281 555 '• 19 73 49 98 130 87 173 152 102 203 246 164 328 361 241 481 i' �' 20 63 42 84 112 75 149 131 87 175 212 141 282 311 208 415 ;11'•" 21 54 36 73 97 65 129 114 76 152 184 123 245 271 180 361 `. 22 47 32 63 85 56 113 99 66 132 161 107 214 237 158 315- • 23 42 28 55 74 49 99 87 58 116 141 94 188 208 139 277 24 37 25 49 65 44 87 77 51 102 125 83 166 184 123 245 25 32 22 43 58 39 77 68 45 91 110 74 147 163 109 218 26 29 19 39 52 34 69 61 40 81 98 66 131 146 97 194 27 26 17 34 46 31 62 54 36 72 88 59 117 130 87 174 28 23 16 31 41 28 55 49 32 65 79 53 105 117 78 156 ' & H d r Flloor Beamsea ers ; � � Y,:(;._� ,- ti!aa �f• �.\. ... a.N�1�lNaMW•FY.rv-:iR<a::�V-u-. -i.: . . _ _ Maximum Uniform Load (PLF) @ 0% Increase - ,, 1 Ply 13/4"x 91/4" 1 Ply 13/a"x 111" 1 Ply 13/4"x 117/8" 1 Ply 13/4"x 14" 1 Ply 13/4"x 16" Beam Span* Live Load Total Live Load Total Live Load Total Live Load Total Live Load Total (Ft.) Deflection Load Deflection Load Deflection Load Deflection Load _ Deflection Load L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 8 588 441 752 998 748 1074 1151 863 1154 1446 1316 1446 1753 1753 1753 10 315 236 472 545 409 696 632 474 771 985 739 1053 1276 1047 1276 12 187 140 280 327 245 483 381 286 535 602 451 731 864 648 940 14 120 90 179 211 158 316 246 184 369 392 294 537 568 426 690 15 98 73 147 173 129 259 202 151 302 323 242 467 469 352 601 16 81 61 121 143 107 215 167 126 251 269 201 403 392 294 529 17 68 51 102 120 90 180 140 105 211 226 169 339 330 248 468 18 57 43 86 102 76 152 119 89 178 192 144 287 281 211 417 19 49 37 73 87 65 130 102 76 152 164 123 246 241 180 361 20 42 31 63 75 56 112 87 66 131 141 106 212 208 156 311 21 36 27 54 65 49 97 76 57 114 123 • 92 184 180 135 271 22 32 24 47 56 42 85 66 50 99 107 80 161 158 118 237 23 28 21 42 49 37 74 58 44 87 94 70 141 139 104 208 24 24 18 37 44 33 65 51 38 77 83 62 125 123 92 184 25 22 16 32 39 29 58 45 34 68 74 55 110 109 82 163 26 19 15 29 34 26 52 40 30 61 66 49 98 97 73 146 27 17 13 26 31 23 46 36 27 54 59 44 88 87 65 130 28 16 12 23 28 21 41 32 24 49 53 40 79 78 59 117 Note: Tables are for single ply.Double the values for 2 plies and triple the values for 3 plies.More than 3 plies may require special design... contact MiTek Wood Products,Inc. Example (using Floor Tables): Given: Live Load = 520 PLF, L/360 Deflection Limit Total Load =780 PLF, L/240 Deflection Limit Design a 16' clear span beam: C.) Select beam depth from tables such that given Live Load and Total Load are both equaled or exceeded at required span. Use 2-135" x 14" beams. (LL: 2 x 269 = 538 >520, TL: 2 x 403= 806 >780) For a stiffer beam use L/480 Live Load Limit. Use 2-13/4" x 16" beams. (LL: 2 x 294 =588 >520,TL: 2 x 529= 1058 >780) .: *All beam spans shown are dear spans and do not include bearings. ,� Y '11' fr' w+ R1 1:? Yt X. " J:' J - ` :4Y• Tp�'r J -'r,: I a 7 a +- 0 SIMPSON , O R WERED A IAIABEIABUIP ISICBS .. ..SIPPUEED Str+aii)gie i1 STANDOFF POST BASES !AI' �I,.' ABA44 ti' i'" (other sizes01) t, similar) New!ABE and ABA now available in three sizes for rough lumber. One-piece ABA provides high uplift capacity,with no pieces to 1 lose on the jobsae.For new or retrofit construction.Three models -' L--_ Patent for 4x4,4x6 and 6x6 posts. �i; Pending Provides tested capacity.Features 1"standoff height above ;/ �; concrete floors,code-required when supporting permanent structures 'I;I and are exposed to the weather or water splash,or in basements. \ ® ASE46...4°,eb E°..�IED WON Reduces the potential for decay at post and column ends. ' \�� •:• °" E"°LAR Use PBS or CBS for pre-pour installation.Holes in the bottom of ° /° f I the PBS and CBS straps allow for free concrete flow. ° siomiear)sizes j l - ABE and ABU can be installed after the concrete cures by using '�f l ' epoxy or wedge anchors,or during the pour.Base design includes ;,© .•o J rcl I anchor bolt adjustment slot.Four-sided standoff plate increases 0 ABE44 �� , .,� download support and provides attractive appearance. 1• )°y9c �. MATERIAL:See table. FINISH:Galvanized.Selected products available with Z-MAX !o? "- coating;see Corrosion-Resistant Connectors. INSTALLATION:or-Use all specified fasteners. F' • - • Not recommended for non-top-supported installations . such as fences.F rsrANDaF • CBS and PBS embed into wet concrete up to the bottom �e • SATISFIES of the 1"standoff base plate.A 3"minimum side cover is REQUIREMENTSID required to obtain the full load for CBS;2"for PBS. 3•C8S _ 1 Z• • ABA,ABE and ABU—for pre-pour installed anchors, Pas"0Aeu t. embed 4"into concrete. For epoxy or wedge anchors, a'' I select and install according to the anchor manufacturer's rt.yy, recommendations;anchor diameter shown in table.Install HB 2'MINIMUM 0�n required washer—not included for ABA44,46 and 66. ,. W2 SIDELINER (3•FORCRS) OPTIONS:Product may not be modified.However,the ABE has `O iltjl i--,. - two nail holes in the base for optional nail-down applications. � - I• ��0'1141 , , The uplift load does not apply to this application. ' Typical PBS° • fl CODE NUMBERS:BOCA,ICBO,SBCCI Nos.NER-422,NER-4323 Installation •� and NER-469 except ABE46,ABA series and ABE roughs. 'x City of L.A. Nos. RR 25064,RR 25074 and RR 25158.Table Patent No.4,924,648 r o c, ille44 j1 i� loads are based on the 1991 NDS and may differ from the cu u u code reports due to revision lag time. ,..„..:;. p.i . ..- 41, ;t' CBS44 +`"• Typical ABER.?�; Patent No.4,924,648 rMINIMUM 2"MINIMUM yp Some model configurations NAIL END SIDECOVER Installation DISTANCE <' °- for Rough Lumber may differ from those shown. FOR HIGH ° (ABE similar) Consult factory for details. UPLIFT RESISTANCE NOMINAL MATERIAL DIMENSIONS FASTENERS ALLOWABLE LOADS MODEL POST ANCHOR POST UPLIFT(133) F1(133) F2(133) DOWN NO. BASE STRAP W1 W2 D L HB SIZE DIA NAILS !BOLTS NAILS BOLTS NAILS BOLTS i NAILS'BOLTS (100) ABA44 4x4 16 ga 16 ga 39/16 31/2 — 31/2 — I 1/2 6-10d 1 — 555 — — — — 1 — 6000 ABE44 4x4 16 ga 16 ga 39/16 31/2 — 31/2 — 1 1/2 6-10d — 520 — — — — — 6665 AMMISAMIMMOWMPlowiftedi 12 ga 39/16 31/2 — 3 13/4 I 5/8 12-1.6d 2-1/2 i 2200 2200 — — — — 6665 I PBS44 4x4 12 ga 14 ga 39/16 31/2 _31/2 21/4 37/16 — 14-16d 2-1/2 2400 2400 1165 230 885 885 7665 CBS44 4x4 12 ga 10 ga 39/16 31/2 71/6 214 45/,8 — — 2 5/6 — 5335 — — — — 9665 ABA44R ROUGH 4x4 16 ga 16 ga 41/16 35/6 — 31/2 — 1/2 6-10d — 555 _ — — — 8000 I ABE44R ROUGH 4x4 16 ga 16 ga 4 31/2 — 31/2 — _ 1/2 6-10d — 400 — — — — — 6665 ABE46 4x6 12 ga 16 ga 39/16 53/6 — 57/16 — 5/6 8-16d I — 810 — — — — — 7335 PBS46 4x6 12 ga 14 ga 39/16 53/s 31/2 21/4 37/16 1 — 14-16d 12.1/2 2400 2400 1165 360 885 885 9335 ABA46 4x6 14 ga 14 ga 39/16 51/2 — 51/4 — 5/6 8-16d 1 — 935 1 — — — — — 9435 CBS46 4x6 12 ga 10 ga 39/16 57/16 77/8 3 41/2 — — 1 2-5/8 I — 5335 — — — — 10000 I ABU46 4x6 12 ga. 12 ga 39/,6 536 — 5 2% 5/e 12-16d 2-1/2 1 2200 2300 — — — — .10335 ABE46RI ROUGH 4x6 12 ga 16 ga 41/16 53/6 — 57/16 — 5/8 8-16d — 810 — — — — — 7335 ABA46R ROUGH 4x6 14 ga 14 ga 41/16 51/2 — 5/ — 5/8 8-16d — 935 — — — — — 12000 PBS66 6x6 12 ga_12 ga 51/2 _531/2 5 21/4 37/i6' — 14-16d 2-1/2 2630 3560 1865 570 1700 1700 9335 ABA66 6x6 14 gal14 ga 151/2 51/2 — 51/4_ — 5/8 8-16d i — 1 985 — — — —i — 10665 CBS66 6x6 12 ga 1 10 ga , 51/2 57/16 67/e 3 41/2 — — 25/e ' — 5560 — — — 1 — 13000 I ABE66 6x6 12 ga 14 ga 51/2 51/2 — 57/16 — _ 5/a 8-16d — I 900 — — — — _ — 15000 � - ABU66 6x6 12 ga 10 ga 51/2 53/6 — 5 2% 5/8 12-16d 2-1/2 2300 2300 — — — — 15000 �s ABA66R ROUGH 6x6 14 ga 14 ga 6 51/2 — 51/4 — % 8-16d — 985 — — — — — 12665 ABE66R ROUGH 6x6 12 ga 14 ga 61/16 51/2 — 57/16 — 5/6 8-16d — 900 — — — — — 15000 1.Uplift and lateral loads have been increased 33°4 for wind or earthquake 3.For higher downloads.solidly pack grout under 1"standoff 2 CopyngM 1993 loading with no further increase allowed:reduce by 33%for normal loading. plate before installing CBS into concrete.Base download SIMPSON STRONG-TIE 22 2.Downloads may not be increased for short-term loading. on post or concrete.according to the code. COMPANY.INC. HSEISMIC AND SIMPSON Q606U/SIM HURRICANE TIES BuytJne 5162 StrongTie CONNECTORS r 1 - FASTENERS MAX ALLOWABLE LOADS''' ■ MODEL 1.Loads have been increased 33% NO. MAIL TO ;._ ' TO TO UPLIFT LATERAL for wind or earthquake loading RAFTERS PLATES STUDS 1133). F1(133) F2(133) wth no further increase allowed. uusE ems OfTHIS `j`. •. TwoH 1 18 ga 6-8dx11/2 4-8d — 490 485 165 2.Allowable loads are for one anchor. SIDE OF TRUSS. .: 1; A minimum rafter thickness of2/2" TOTAL FOUR r.: o.g,;> •i H2 18 ga 5-8d — 5.8d 335 — — must be used when framing anchors 8dNAus -f .k t.,,,,+,a H2.5 18 ga 5-8d 5-8d — 415 150 150 are installed on each side of the fast NTOTauss. H3 18 ga 4 Sd ' 4-8d — 455 125 160 and on the same side of the plate. � 3.Maxunum allowable uplift bad H4 20 ga 4-8d 4-8d — 360 165 160 for the H4 stud to bottom plate ) "a H5 18 ga 4-8d 4-8d — 455 115 200 installation is 315 Ibs:370 Ibs ;- ,;_; for the H2.5. .,;/f ;4 ! -- H6 16 ga — 8-8d 8-8d 915 650 — 4.When cross-grain bending or y� - -`"�—` '-�i H7 16 ga .4-8d 2-8d 8-8d 930 400 cross-grain tension cannot be ifs �`T „% F H10 18 ga 8-8dx1 Y2 8-8dx11/2 — 905 585 525 avoided,mechanical reinforcement If, -Fk r H1OR 18 a 8-8dx11/2 8-8dx11/2 — 905 585 525 shouldattornsiderst esuchforces ,�l',. 9 should be considered. ;61 T t;�I Mo 1 A .: Typical H6 Stud to Band ad"NL5 Typical H6 1 O H5 Ties Rafter Installation • '•r,. ' Stud to Top 10 to Two Plates O y t`. Plate Typical H7 Og ! F, Installation st 7 :} Installation A fi • a t Fl r ' , 441,44, 'fr 't.. 11 • V' tf ; NI.I i - .n-r'- i _ Typical H10 f1 i), y Installation 1\f hTi;. '4,•••"—F---;1-2' . . 2X '1 STUD SPSTUD PLATE - — TIES Patent No.4,480,941 ® 51 ,: m o. Ties top plates to studs to resist wind or seismic activity. g'� fi s ����tn�� 1" i ,,-, ��. 4 516 y SP4,SP6,and SP8 wrap completely around double top plates. , w�;ig, (gP2 6g) V MATERIAL:20 gauge ` @ : ; FINISH:Galvanized SP1 Nailin• g Dam;p r;i 1 ,, • -'f Profile ° 1: : INSTALLATION:•Use all specified fasteners. w.o 1 r� ' See General Notes. \\ '•'� - (• - re.; ■ Position SP1 and SP2 as shown. Install the number -4 �_ '. ® 0 ,° of plate nails as indicated in the table.Then install .-.-1R j e;t a ' ` ,S/J 0 �, ''�• five 10d commons into the stud and one 10d common -` o ( �`" -�;i ', 2- 3'z at a 45°angle through the stud into the plate. • °-moo T •• >y'/ - y SP1 CODE NUMBERS:BOCA,ICBO,SBCCI Nos.NER-432 and �l NER-443;Dade County, FL No.90-0914.2.Table loads Tf Typical SP1 Installation are based on the 1991 NDS and may differ from code ' reports due to revision lag time. ,,, -a L� I, ...0 e MODEL DIMENSIONS FASTENERS ALLOWABLE ` � + + r r*�:= [4� `� NO. W L STUD' PLATE UPLIFT LOADS { t° i%':`% 6 A. (1 ) Typical SP4 L ,• F ' � ';. SP1 1 — — 6-10d !4-10d, 585 Installation u,<r SP2 — — 6-10d 6-10d 890 Anchors a,• , SP4 394e 73/1e 6-10dx11/2 — 735 Double i, Typical SP2 1 SP6 59/1e 73/4- 6-10dx11/2 — . 735' Top Plate Installation SP8 79i18 85/1e 6-10dx1Y2 — 735 to Stud "1f f�_ - (SP6 and SP8 rT;,,• "`Zi�: ::'__--- 1.For SP1 and SP2,one stud nai must be driven at an angle through similar) the stud Into the plate to guarantee table load(see illustration). 2.Allowable bads have been increased 33%for wind or (3110d x1 NAILS earthquake loading with no further increase allowed.Reduce EACH SIDE OF STUD 0 CoPY`gM 1993 by 33%for normafloading. SIMPSON STRONG-TIE COMPANY,INC. 59 CCCOLUMN SIMPSON 06060/SIM CAPS "" "; - BuyLine 5162 St,Jro 7ie 5r „t'; eoer.�roas '1 "—Wa I :i, a '111 �.',� � �``. - ..411 '•i�Uip f",. • x (( 1:1 .......r•W3 .-1 �II r F?a te: ;,,�s15e • .. .1 ) i. 1 i ,,_, ,ram. I i ,� �!R Y _ ' �,, Ste" _ .41 e s y. ' Y !�` 7GAUGE s a e4: . 6f MINIMUM H2 ti T. r,;� 0 i s ,• ,- , t, 1� C; : STIRRUP - 0 1',r. (3£FORCCT44� LA,. s 'e.• d :� 6iMINIMUM H2 AND H3 , i �. „ \ 1 1= !(31 FORCCC44) it. e -. 7GAUGE s®1 Typical CCT ' STIRRUP ;` Installation CCT(CCT44 similar) STIRRUP CCC44 similar) • JOIST JOIST ALLOWABLE SHEAR 1.DFL=Doug Fr-Larch;SPF=Spruce-Pine-Fir. SHEAR LOADS z•Fv Spruc95 i-PrpoFgFnd 0p psi si for OR 100 11 S - 125 2x4 Spruce-Pine-Fir,and 90 ppssi for sizes • RAFTER DFL SPF DFL SPF DFL SPF larger than 2x4 Spruce-Pine-Fir. • The maximum capacity of a 3.The 115 and 125 loads are 115%and 125% horizontal or rafter maybe 2x4 332 350 382 402 I415 437 of the 100 column,according to the code joist for short-term loading. limited by the maximum horizontal 2x6 522 495 600 569 653 618 shear capacity.This table gives 2x8 688 652 792 750 860 773 the capacity for common sizes. 2x10 878 832 1010 957 1098 966 . POST • . s' ,O 1 ` 3i • PC CAPS . 0 y�= g, �- A custom connection for post-beam combinations at medium •� ,;•°•� • SurfaceA design loads.The extension beam side plates function as tie straps • where splices occur. • .„0 3r" MATERIAL:PC-12 gauge;PC-16-16 gauge Surface 13 • • • PC ~ FINISH:Galvanized.Selected products available in Z-MAX coating; C • Li see Corrosion-Resistant Connectors. S RFAG' ��� r yfz INSTALLATION:•Use all specified fasteners.See General Notes. .�,::�� ,N,t /16"holes areprovided for optional bolting.Loads do not C t !-1r!I,//� • s Pt 9 9 r '-'" ,\7\--Z apply to bolted connection. ,D •1 't,, jiiiilll� OPTIONS:•For end conditions,specify EPC post caps,providing • • • - dimensions in accordance with the table;see illustration. • For heavy duty applications,see also CC series. CODE NUMBERS:BOCA,ICBO SBCCI No.NER-443.Table loads W2 lt Z EPCf are based on the 1991 NDS and may differ from code reports 1l Installation 1ERPi ' �� due to revision lag time. I-1 LA ' DIMENSIONS FASTENERS ALLOWABLE LOADS • o o ',I714 I MODEL POST UPLIFT LATERAL o 0 :, .{r;.4s SURFACE SURFACE SURFACE o N0. SIZE W, Wz L, Lz U A B PGEPC P EPC • . I C (133) I C(133) (133) "�k r PC44-16 j 4x4 39/1e 39/16 25ie 11 173ie 4-16d 6-16d 4-16d 1000 I 925 1 1000 •:. • 11 I 7% 4-16d 6-16d 4-16d 1470 925 ' 1070 +r PC46-16; 4x6 3966 51/2 25/6 13 1 91/4 4-16d 6-16d 4-16d 1000 925 1000 Typical PC tOw ; PC46 14x6 3966 51/2 2% 13 91/4 4-16d 6-16d 4-16d 1470 925 1070 Post Cap 1 PC48-16 4x8 1 39/16 71/2 2sie 15 111/4 4-16d 8-16d 6-16d 1000 , 1475 1285 ! Installation =�.���— I PC48 ' 4x8 139/16 71/2 25/9 15 1111/4 4-16d 8-16d 6.16d 1470 2075 1610~ PC64.16 j 4x6 15'/2 396 6 4 9/1 6 ' 11 73/e 4-16d 6-16d 4-16d 1000 925 1000 7. PC64 I4x6 51/2 3946 49/,e 11 73/e 4-16d 6-16d 4-16d 1470 925 1070 1.Allowable loads have been kicreased 33%for wind PC66-16' 6x6 51/2 51/2 49/16 13 91/4 4-16d 6-16d 6-16d 1000 925 1285 or earthquake loading with no further increase -tip" /4 1 PC66 16x6 51/2 51/2 49/,e 13 9' 4-16d 6-16d 6-16d 1470 1 925 1610 allowed; edcode.uce for other bad durations according to the 'PC68 6x8 5'/2 7'/2 49/16 15 11'/4 4-16d 8-16d 6-16d 1470 2075 1610 2.Lateral loads are in the direction of the beam's axis. PC84 i 4x8 7'/2 32/1e 69/18 11 73/e 4-16d 6-16d 6-16d 1470 925 1610 3.Allowable loads are for nails only. 1 PC86 16x8 71/2 51/2 69/1e 13 91/4 4-16d 6-16d 6-16d 1470 925 1610 S Copyright 1993 I PC88 8x8 171/2 71/2 69/,e I 15 1111/4 4-16d I 8-16d j 6-16d I 1470 2075 , 16107 SIMPSON STRONG•TIE COMPANY,INCINC. PBPOST SIMPSON 06060/SIM BASES BuyLine 5162 Heavy Section Strong!I Galvanized GO"1A1ECO� A Locking prongs eliminate bolts or inserts in concrete.One-piece design Steel assures maximum strength. I- — MATERIAL:12 gauge FINISH:Galvanized LIIJ >;� INSTALLATION:•Use all specified fasteners.See General Notes. — 0■ Holes are provided for installation with either 16d commons or 1/2"bolts. pBr■A 2"minimum sidecover is required to obtain the full load. °■ Not recommended for non-top-supported installations such as fences. 5 CODE NUMBERS:BOCA,ICBO, FDIMENSIONS ALLOWABLE LOADSSBCCI No.NER-443.DadeCounty, FL No.89 0131.2. MODEL 1216dNAILS 2MB /[ j- 11 v ° : 1 • ty ;� 1 1 NO. W L UPLIFT Ft F2 UPLIFT ' \ I STRESS "; 8 (133) (133) (133) (133) 5" �� REUEF % ':'� PB44 39/16 31/4 1365 765 1325 — 38 . 1.Allowable loads have been increased PB44R 4 3'/4 1365 765 1325 — RESIST ,TEARING • 33%for wind or earthquake loading, PB46 51/2 31/4 1365 765 1325 — EMBOSSED d•'CS; with no further increase allowed. PB66 51/2 5% 1640 765 1325 1640 FOR GREATER �4;:;`ie.• •. _:. STRENGTH d;°:.•:g PB46R 6 33/e 1365 765 1325 1640 Typical PB a PB66R 6 5% 1640 765 1325 1640 Installation 2'MINIMUM SIDECOVER LCBICBICBA COLUM BASES N .,...���. i ih ` 3'� s�NOvER • �. k LCB—Low-cost post base for patios,carports,breezeways and porches. ;.x (2'f1]R LCB) CB—For columns that require high structural values and rugged performance. • °• ,, q • CBA—Adjustable column base which allows precise column placement after .., '•- + . I. the concrete cures.For new or retrofitted nominal or rough 6x's.Bottom panel ', functions as a built-in moisture barrier(partial barrier for rough sizes). 1 ,. MATERIAL:See table I D A'Nf<CB FINISH:LCB and CBA—galvanized;CB—Simpson gray paint;CB may be .e- ) sr. , b Ii j ordered hot-dipped galvanized;specify HDG. } •' ' 1.- J. INSTALLATION:•Use all specified fasteners.See General Notes. • a ' o •"�,' CB •To get full loads,minimum side cover required is 3"for CB,2"for LCB. s .44 /' • Install the CBA in pairs,using two 16d nails for temporary attachment Typical CB W2 while boring bolt holes;these nails are not required. Installation &` • Not recommended for non-top-supported installations such as fences. _ �i_ .,..-„I . OPTIONS:•The LCB may be shipped unassembled;specify"Disassembled". -j!!�—f. ,:1 • Rough and other sizes available;specify W,and W2 dimensions. ° 4. ;;1;, Consult your Simpson representative for bolt sizes and allowable loads. 0 3" I" • See also PBS and CBS series. ° ° 1/ t N . 0 0 CODE NUMBERS:BOCA, ICBO,SBCCI Nos.NER-393 and NER-432.Dade County,FL No.89-0131.2 and City of L.A.Nos. RR 24818 and RR 25074. ° /-. Table loads are based on the 1991 NDS and may differ from the code 00 3z 0 report due to revision lag time. • ° NOMINAL MATERIAL DIMENSIONS POST ALLOWABLE �� ° . MODEL POST FASTENEPS UPLIFT LOADS - D NO. SIZE STRAP BASE WI W2 D NAILS BOLTS NAILS BOLTS Typical (133) (133) C A66Installation 14 12 ga AND 39/16 31/2 161/2 12-16d 2-1/2 2255 3545 C844 4x4 7 ga x2 7 ga 39/16 39/16 8 — 2 5/6 — 4200 5 LCB46 4x6 12 ga x2 16 ga 39/16 51/2 61/2 12-16d 2-1/22255 3530 1 sii _ CB46 4x6 7 ga x2 7 ga 39/16 51/2 8 — 2-% — 4200 *WI 02/ CB48 4x8 7 ga x2 7 ga 3946 71/2 8 — 2 6/6 I — 4200 CB5 GLULAM 7 ga x3 7 ga 51/4 SPEC 8 — 2 s/6 — 4200 1 s © �. 4;" LCB66 6x6 12 ga x2 16 ga 51/2 51/2 51/2 12-16d 2-'/2 12255 3525 1 CB66 6x6 7 ga x3 1 7 ga 51/2 5'/2 8 — 2 5/e I — 4200 i ___________ CBA66 6x6,6x6R 10 gauge See illustration — 2-5/6 — 3000 •--- _ CB68 6x8 7 ga x3 1 7 ga 51/2 7'/2 8 — 2-% — 4200 0 �c C686 6x8 3 ga x31 7 ga 71/2 51/2 8 — 2?/4 I — 6650 �1- CBA66 I. CB7 GLULAM 3 ga x3 7 ga 6'%e SPEC 8 — 2-3/4 — 6650 CB88 8x8 3 ga x3 7 ga• 71/2 7'/2 8 — 2 3/4 6650 1.Uplm loads have been increased 33%for wind or CB9 GLULAM 3 ga x3 7 ga 8'%e SPEC 8 — 2 3/4 — 6650 earthquake loading with no further increase allowed. C81010 10x10 3 a x3 3 a 91/2 91/2 8 — 2'i. — 6650 2.C8A load apples only when installed in pairs.Use 4•3/4" 9 9anchor bolts.Anchor bolt type,length and embedment must CB1012 10x12 3 ga x3 3 ga 91/2 11'/2 8 — 2-3/4 — 6650 be specified and designed to resat uplift forces. CB1212 12x12 3 ga x3 3 ga 111/2 11'/2 8 — 2-3/4 I — 6650 g$Copyright 1993 SIMPSON STRONG-TIE COMPANY,INC. 23 -t • m Za a ?c CD cFD -o W .1 ; -C G = -r lb' _______), ›..,,, g -7C I Sri�I C. ,I-(l L.O/�!!1 �o L.--7,-rt-►C l 01L W flu cn t `; \\ xisrI►a& t...okoiML, ptR orvv.‘ I I\`� I 2,1Kio vht- Ae own I eDGt OF Ntldv L0Aut1A.l(A.01.2S 2oOF 11-P,o\(E rt 12"SONOhx cr" FotmaG.� T— �'a � (48" gtUzu G-tAtoe) r-1tw Yxy P.r, COS/.w,N I Nru p2tssu Ite I Tv2t-ytier 0 Cu%-i - - - - - - - - - - - - - - - - — — - 4i Ttl Pk GIR t G- -of yJ fW e?-occ= rechov e /fr7 ft,one..._?LA-0 fo cAr,OVI y6 _ col, Sc:A-LG ' IZcxlc.. Rk�(&(= O LA-tx•el_. JtYZI<_. 1Lit4.I , 2-304 ex\SrlN4 PetyzAp - NEw?xy P 4P JS74"<'G. "S r rh 0.50 AP A/tr.-TP-1'1- 1-1 L-' l)0'k1atabZti 1�l 5a 1'44xt11/`� / 4 vELOVet€' -L'r �-x1STIN "S�IMPSO�J"COS-11wrJ w�u Prr'Je -S $12.�Cbe UE CRP��EYiw� s+RooL t w/rbL.oUc P�rtctP ( fC`Ec}o u.rrC ,o stPovr5 �-i.n I• o YZ wJe t R E.PC_`t`t t-N° PvS TS) e C. 'Y't" PrzessiA.les ex‘STi4 Trtrprr o Couinn..l 1n-04So*i•. - / Cx\sr/rv� tk1St),�1C. F3R(ClLU�E,4 t( l,,l 1+(� \ M C p (C- D D CM- i I�r�p i "S�vh PSO'Jh Oou,uwv,J �vta t 5 I- i C-'- '{ O so}.o`ru 6E V- MF0 -') Sh�ty vcNRTO -Rcstl Lot ,'-L& , bd LA-TF-the-w v �XlStria& ��Xlg,t IIJ� i 1)Pwh-ik GRlao cite •� 30I" `f`t " _ (cam "-- ---- l \N �� s cTt o �Or�o I K.G RAIwIZwtcINIJON SC&LC'. i = CO" c-KRI e Lhuyet2 Perrt_K 1111,31QC • 1 * C- c L& "11L- v 5' !2 Z F (6M C A-L-Gt&Lv c_S — l\-c11(_A C.- c l _.S 216 h O Iti wG. L.S` x l T cf5 s f, t 2enr 3 r (-.l z-fro = qkto tJ ( L, - I ' Sp/ICJ ccJ wml� _Ph - I Pu-t) L/2`E6 © iSZ /ct- / 2 P c _ 5o'f C./UL Or: V` x// % - ' Pc,U� Li Fa r"L o x 2 P L = 4(04, Tor conrD 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS ONE AND TWO FAMILY DWELLINGS-ROOF-CEILING CONSTRUCTION TABLE 36082.4n ALLOWABLE SPANS FOR LOW OR HIGH SLOPE RAFTERS ti 35 Lbs.per Sq.Ft.Live Load(Supporting Gypsum Wallboard Ceiling) For Use in Snow Load Zone 3 DESIGN CRITERIA: Strength-35 Ibs.per sq.ft.live load plus 10 lbs.per sq.ft.dead load determines fiber stress. Deflection-For 35 lbs.per sq.ft.Iive load.Limited to span in inches divided by 240. RAFTERS:Spans are measured along the horizontal projection and loads are considered as applied on the horizontal projection. HOW TO USE TABLES:Enter table with span of rafters(upper figure in each square).Determine size and spacing(first column) based on stress grade(top row)and modulus of elasticity(lower figure in each square)of lumber to be used. RAFTER SIZE ALLOWABLE EXTREME FIBER STRESS IN BENDING,"Fb,"(psi) AND SPACLNG (inches) (inches) 300 400 500 600 700 800 900 :04 1100 ' 1200 12.0 5-10 6-8 7-6 8-2 8-10 9-6 10-0 10-7 11-1 11-7 0.15 0.23 .32 .42 .53 .64 .77 .90 1.04 1.18 #d . d 5-0 5-10 6-6 7-I 7-8 8-2 8-8 9-7 10-0 13 • .20 .27 .36 .46 .56 .66 .90 1.02 24.0 4-1 4-9 5-4 5-10 6-3 6-8 7-1 7-6 7-10 8-2 • .10 .16 .22 .30 .37 .45 .54 .64 .73 .83 12.0 7-8 8-10 9-10 10-10 11-8 12-6 13-3 13-11 14-8 15-3 .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 2 x 8 16.0 6-7 7-8 8-7 9-4 10-1 10-10 11-6 12-1 12-8 13-3 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24 0 5-5 6-3 7-0 7-8 8-3 8-10 9-4 9-10 10-4 10-10 .10 .16 .22 .30 .37 .45 .54 .64 .73 .83 12.0 9-9 11-3 12-7 13-9 14-11 15-11 16-11 17-10 18-8 19-6 .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 2 x 10 16.0 8-5 9-9 10-11 11-11 12-11 13-9 14-8 15-5 16-2 16-11 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24.0 6-11 8-0 8-11 9-9 10-6 11-3 11-11 12-7 13-2 13-9 .10 .16 - .22 .20 .37 .45 .54 .64 .73 .83 12.0 11-10 13-8 15-4 16-9 18-I 19-4 20-6 21-8 22-8 23-9 .15 .23 .32 .42 .53 .64 .77 .90 1.04 1.18 2x 12 16.0 10-3 11-10 13-3 14-6 15-8 16-9 17-9 18-9 19-8 20-6 .13 .20 .27 .36 .46 .56 .66 .78 .90 1.02 24.0 8-5 9-8 10-10 11-10 12-10 13-8 14-6 15-4 16-1 16-9 .10 .16 .22 .30 .37 .45 .54 .64 .73 .83 (inches) (inches) 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 12-I 12-6 13-0 13-5 13-10 14-2 14-7 15-0 15-4 15-8 12.0 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 10-5 10-10 11-3 11-7 11-11 12-4 12-8 13-0 13-3 13-7 2 r 6 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 8-6 8-10 9-2 9-6 9-9 10-0 10-4 1(J-7 10-10 11-1 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 12.0 15-11 16-6 17-1 17-8 18-2 18-9 19-3 19-9 20-3 20-8 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 13-9 14-4 14-10 15-3 15-9 16-3 16-8 17-1 17-6 17-11 2 x 8 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 11-3 11-8 12-1 12-6 12-10 13-3 13-7 13-11 14-4 14-7 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 20-4 21-1 21-10 22-6 23-3 23-11 24-6 25-2 25-10 26-5 12.0 1.33 1.49 1.65 1.82 1.99 2.:7 2.35 2.54 2.74 2.93 2 r 10 16.0 17-7 18-3 18-11 19-6 20-1 20-8 21-3 21-10 22-4 22-10 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 14-4 14-11 15-5 15-11 16-5 16-11 17-4 17-10 18-3 18-8 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 12.0 24-8 25-7 26-6 27-4 28-3 29-0 29-10 30-7 31-4 32-1 1.33 1.49 1.65 1.82 1.99 2.17 2.35 2.54 2.74 2.93 21-5 22-2 23-0 23-9 24-5 25-2 25-10 26-5 27-2 27-10 2x 12 16.0 1.15 1.29 1.43 1.57 1.72 1.88 2.04 2.20 2.37 2.54 17-5 18-1 18-') 19-4 20-0 20-6 21-I 21-8 22-2 22-8 24.0 .94 1.05 1.17 1.29 1.41 1.53 1.66 1.80 1.93 2.07 For SI: I inch=25,4 mm.I pound per square inch=6.895 kPa,I pound per square foot=0.0479 kN/m2. NOTE:The modulus of elasticity,"E,"in 1,000,000 pounds per square inch is shown below each span. 2/7197 (Effective 2/28/97) 780 CMR-Sixth Edition 579 Roof Beams & Headers Maximum Uniform Load (PLF)@ 33% Increase 1 Ply 13/4"x 91/4" 1 Ply 13/4"x 111/4" 1 Ply 13/4"x 11�/e" 1 Ply 13/4"x 14" ' 1 Ply 13/4"x 16" Beam N, Span* Live Load Total Live Load Total Live Load Total Live Load Total Live Load Total (Ft.) Deflection Load__ Deflection_ Load Deflection Load Deflection Load Deflection Load `. 4' L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 L/240 L/360 L/180 8 882 588 1001 1429 998 1429 1535 1151 1535 1922 1755 1922 2331 2331 2331 10 472 315 630 817 545 926 948 632 1026 1400 985 1400 1697 1396 1697 r 12 280 187 374 490 327 643 571 381 712 902 602 972 1250 864 1250 ,' 14 179 120 239 316 210 421 369 246 492 588 392 714 852 568 918 "','' 15 147 98 195 259 173 345 302 202 403 484 323 622 704 469 800 16 121 80 162 215 143 286 251 167 334 403 269 537 587 392 703 1fi." 17 102 68 135 180 120 240 211 140 281 339 226 451 495 330 623 2': •' 18 86 57 114 152 102 203 178 119 238 287 192 383 421 281 555 1:.s= 19 73 49 98 130 87 173 152 102 203 246 164 328 361 241 481 *,:'` ' 20 63 42 84 112 75 149 131 87 175 212 141 282 311 208 415 4,- 21 54 36 73 97 65 129 114 76 152 184 123 245 271 180 361 22 47 32 63 85 56 113 99 66 132 161 107 214 237 158 315 " ', 23 42 28 55 74 49 99 87 58 116 141 94 188 208 139 277 k 24 37 25 49 65 44 87 77 51 102 125 83 166 184 123 245 -4 -- '" 25 32 22 43 58 39 77 68 45 91 110 74 147 163 109 218 �;, r 26 29 19 39 52 34 69 61 40 81 98 66 131 146 97 194 2. ., ` 27 26 17 34 46 31 62 54 36 72 88 59 117 130 87 174 `` `` 28 23 16 31 41 28 55 49 32 65 79 53 105 117 78 156 x c If'74, a x 4 k k, fi '"$,fi 'S a a VY"X -1 t; $ " " -i it a "Pl* ' am ., ° z',a.a<s+1 ',' i:-,k.Yh'A' 9Yo„ >' `.>.':...- vz ', Floor Beams & Headers Maximum Uniform Load (PLF) @ 0% Increase 1 Ply 13/4"x 9 1/a" 1 Ply 13/4"x 11 1/a" 1 Ply 13/4"x 11 7/a" 1 Ply 13/4"x 14" 1 Ply 13/4"x 16" Beam Span* Live Load Total Live Load Total Live Load Total Live Load Total Live Load Total (Ft.) Deflection Load Deflection Load Deflection Load Deflection Load Deflection Load L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 L/360 L/480 L/240 8 588 441 752 998 748 1074 1151 863 1154 1446 1316 1446 1753 1753 1753 10 315 236 472 545 409 696 632 474 771 985 739 1053 1276 1047 1276 12 187 140 280 327 245 483 381 286 535 602 451 731 864 648 940 14 120 90 179 211 158 316 246 184 369 392 294 537 568 426 690 15 98 73 147 173 129 259 202 151 302 323 242 467 469 352 601 16 81 61 121 143 107 215 167 126 251 269 201 403 392 294 529 17 68 51 102 120 90 180 140 105 211 226 169 339 330 248 468 18 57 43 86 102 76 152 119 89 178 192 144 287 281 211 417 19 49 37 73 87 65 130 102 76 152 164 123 246 241 180 361 20 42 31 63 75 56 112 87 66 131 141 106 212 208 156 311 21 36 27 54 65 49 97 76 57 114 123 92 184 180 135 271 22 32 24 47 56 42 85 66 50 99 107 80 161 158 118 237 23 28 21 42 49 37 74 58 44 87 94 70 141 139 104 208 24 24 18 37 44 33 65 51 38 77 83 62 125 123 92 184 25 22 16 32 39 29 58 45 34 68 74 55 110 109 82 163 26 19 15 29 34 26 52 40 30 61 66 49 98 97 73 146 27 17 13 26 31 23 46 36 27 54 59 44 88 87 65 130 28 16 12 23 28 21 41 32 24 49 53 40 79 78 59 117 Note: Tables are for single ply.Double the values for 2 plies and triple the values for 3 plies.More than 3 plies may require special design... contact MiTek Wood Products,Inc. Example (using Floor Tables): Given: Live Load = 520 PLF, L/360 Deflection Limit Total Load =780 PLF, L/240 Deflection Limit Design a 16' clear span beam: Select beam depth from tables such that given Live Load and Total Load are both equaled or exceeded at required span. ` 1 Use 2-14" x 14" beams. (LL: 2 x 269=538 >520, TL: 2 x 403=806 >780) For a stiffer beam use L/480 Live Load Limit. Use 2-13/4" x 16" beams. (LL: 2 x 294=588>520, TL: 2 x 529 = 1058 >780) *All beam spans shown are clear spans and do not include bearings. 11 SIMPSON /. R ASHER a • OQUIRED ►AIABEIABUI ►SICBS �PPLIED Se I ,1 STANDOFF POST BASES aninEciuns i,.�. ABA44 e '" (other sizesfd) similar ,4; ) New!ABE and ABA now available in three sizes for rough lumber. L One-piece ABA provides high uplift capacity,with no pieces to I ----- lose on the jobsite.For new or rPttrofit construction.Three models Patent II for 4x4,4x6 and 6x6 posts. Pending Provides tested capacity.Features 1"standoff height above concrete floors,code-required when supporting permanent structures ' ip and are exposed to the weather or water splash,or in basements. ABE4646R,66 \, ® , SUPPLIED WEN Reduces the potential for decay at post and column ends. ° /� , •�� WARMER UUR Use PBS or CBS for pre-pour installation. Holes in the bottom of o m °/° m �1 Ci ✓ the PBS and CBS straps allow for free concrete flow. ° similar)sizes j / , I1 ABE and ABU can be installed after the concrete cures by using epoxy or wedge anchors,or during the pour.Base design includes ' /..„ -.►' ; ;, , anchor bolt adjustment slot.Four-sided standoff plate increases ``` ` D ABE44 ~1's,I download support and provides attractive appearance. I). �. MATERIAL:See table. • FINISH:Galvanized.Selected products available with Z-MAX ........' y— coating;see Corrosion-Resistant Connectors. INSTALLATION:.-Use all specified fasteners. F2 • - • Not recommended for non-top-supported installations such as fences.F 1'STANDOFF • CBS and PBS embed into wet concrete up to the bottom * I SATISFIES • of the 1"standoff base plate.A 3"minimum side cover is C CODE REQUIREMENTS required to obtain the full load for CBS;2"for PBS- ■A"'. ! 3 CeS f • ABA,ABE and ABU—for pre pour installed anchors, cnr 2'PB$woABU embed into concrete. For epoxy wedge anchors, ® , 4014 select and install according to the anchor manufacturer's ' Vhrecommendations;anchor diameter shown in table.Install HB 2'MINIMUM I required washer—not included for ABA44,46 and 66. L"I� SIDECOVER °, I W2 3`FORCBS) OPTIONS:Product may not be modified. However,the ABE has °°`O liji//.///��j two nail holes in the base for optional nail-down applications. 1=, ' i 4���®%`U'4, The uplift load does not apply to this application. •' � I T Typical PBS CODE NUMBERS:BOCA,ICBO,SBCCI Nos.NER-422,NER-433 2 ' ' Installation and NER-469 except ABE46,ABA series and ABE roughs. t:> Patent No.4,924 648 1 City of L.A. Nos. RR 25064, RR 25074 and RR 25158.Table i 4 c 1 ' loads are based on the 1991 NDS and may differ from the p ‘ .t code reports due to revision lag time. Rom. i I ,1 1 CBS44 1,.4' Patent No.4,924,648 Typical ABER Some model configurations P MINIMUM 2 MINIMUM Installation 9 {' NAIL END SIDECOVER o may differ from those shown. DISTANCE °.° for Rough Lumber FOR HIGH (ABE similar) Consult factory for details. UPLIFTRESISTANCE NOMINAL MATERIAL DIMENSIONS FASTENERS ALLOWABLE LOADS • MODEL POST ANCHOR POST UPLIFT(133) F1(133) F2(133) DOWN NO. BASE STRAP W1 W2 D L HB SIZE DIA NAILS BOLTS NAILS BOLTS NAILS BOLTS NAILS BOLTS (100) ABA44 4x4 16 ga 16 ga 39/16 31/2 — 31/2 — 1/2 6-10d — 555 — — — — I — 6000 ABE44 4x4 16 ga 16 ga 39/16 31/2 — 31/2 — 1/2 6-10d — 520 — — — — — 6665 ABU44 ' • '.43i 4,,' '42 ga 12 ga 39/16 31/2 — 3 13/4 3/8 12-16d 2-1/2 2200 2200 — — — — 6665 PBS44 4x4 12 ga 14 ga 39/16 31/2 31/2 21/4 37/16 — 14-16d 2-1/2 2400 2400 1165 230 885 885 7665 ; CBS44 4x4 12 ga 10 ga 39/16 31/2 71/8 21/4 43/16 — — 2-3/8 — 5335 — — — — 9665 ABA44R ROUGH 4x4 16 ga 16 ga 41/16 35/e — 31/2 — 1/2 6-10d — 555 — — — 8000 I ABE44R ROUGH 4x4 16 ga 16 ga 4 31/2 — 31/2 — 1/2 6-10d — 400 — — — — — 6665 ABE46 4x6 12 ga 16 ga 39/16 53/8 — 57/16 — 5/8 8-16d — 810 — — — — — 7335 1 PBS46 4x6 12 ga 14 ga 39/16 53/8 31/2 21/4 37/16 — 14-16d 2-1/2 2400 2400 1165 360 885 885 9335 ABA46 4x6 14 ga 14 ga 39/16 51/2 — 51/4 — 3/8 8-16d — 935 — — — — — 9435 CBS46 4x6 12 ga 10 ga 38/16 57/16 77/8 3 41/2 — — 2-% — 5335 — — — — 10000 ABU46 4x6 12 ga 12 ga 39/16 53/8 — 5 23/8 % 12-16d 2-1/2 2200 2300 — — — — 10335 ABE46R ROUGH 4x6 12 ga 16 ga 41/16 53/8 — 57/16 — 3/8 8-16d _ — 810 — — — — — 7335 ABA46R ROUGH 4x6 14 ga 14 ga 41/16 51/2 — 51/4 — 3/6 8-16d — 935 — — — — — 12000 PBS66 6x6 12 ga 12 ga 51/2 53/6 5 21/4 37/16 — 14-16d 2-1/2 2630 3560 1865 570 1700 1700 9335 ABA66 6x6 14 ga 14 ga 51/2 51/2 — 51/4 — 5/8 8-16d — 985 — — —• — — 10665 CBS66 6x6 12 ga 10 ga 51/2 57/16 67/8 3 41/2 — — 2 5/8 — 5560 — — — — 13000 ABE66 6x6 12 ga 14 ga 51/2 51/2 — 57/16 — 5/8 8-16d — 900 — — — — — 15000 ' ABU66 6x6 12 ga 10 ga 51/2 53/8 — 5 23/4 5/8 12-16d 2-1/2 2300 2300 — — — — 15000 ABA66R ROUGH 6x6 14 ga 14 ga 6 51/2 — 51/4 — 5/e 8-16d — 985 — — — — — 12665 ABE66R ROUGH 6x6 12 ga 14 ga 61/16 51/2 — 57//6 — % 8-16d — 900 — — — — — 15000 1.Uplift and lateral loads have been increased 33%for wind or earthquake 3.For higher downloads,solidly pack grout under 1"standoff Cc Copyright 1993 loading with no further increase allowed:reduce by 33%for normal loading. plate before installing CBS into concrete.Base download SIMPSON STRONG-TIE 22 2.Downloads may not be increased for short-term loading. on post or concrete,according to the code. COMPANY,INC. HSEISMIC AND SIMPSON 06060/SIM HURRICANE TIES BuyLine 5162 StrongTie CONNECTORS Rtr' 'FASTENERS MAX ALLOWABLE LOADS' MODEL MATL 1.Loads have been increased 33/ w., NO. TO TO TO UPLIFT LATERAL for wind or earthquake loading RAFTERS PLATES STUDS (133) F1(133) F2(133) with no further increase allowed. use A MINIMUM of Two se NAILS THIS H 1 18 ga 6-8dx1/ 4-8d — 490 485 165 2.Allowable loads are for one anchor. SIDE OF TRUSS. %t _; A minimum rafter thickness of 2/2 TOTAL FOUR _ H2 18 ga 5-8d — 5-8d 335 — — must be used when framing anchors d NAILS55. H2.5 18 ga 5-8d 5-8d — 415 150 150 are installed on each side of the joist :*:0 H3 18 ga 4-8d 4-8d — 455 125 160 and on the same side of the plate. 4 3.Maximum allowable uplift load H4 20 ga 4-8d 4-8d — 360 165 160 for the H4 stud to bottom plate '''''1 4 iiiiiiiiiii H5 18 ga 4-8d 4-8d — 455 115 200 installation is 315 Ibs;370 lbs —air / f . for the H2.5. H6 16 ga — 8-8d 8-8d 915 650 — ® 1 , 4.When cross-grain bending or fr H7 16 ga 4-8d 2-8d 8-8it 930 400 — cross-grain tension cannot be I11�j �_ ,�t "M F, H10 18 ga 8-8dx1'/2 8-8dx1'/2 — 905 585 525 savoided,t mechanical reinforcement f„ i- i. H1OR 18 ga 8-8dx1'/2 8-8dx11/2 — 905 585 525 should be considered. forces I -' - , sd Two �, o i' �'I INTO PLATES ?• Typical H6 5 S 1 ® EIGHT u, • Stud to Band semis Joist" '1 - Typical H6 INTO �x;f- H5 Ties Rafter Installations, Lam. Stud to Top snip 10 to Two Plates --mil Plate ® F. \ Installation Typical H7 OInstallation ' '' 'I .f F1 _ . ,...,. - !,.,,.. ,, ‘‘ ..ra, + _ oa o : 441144. Mi�� b� i ,:' ��/j h� ; , i °� - Typical H10 i ;i Installation C /14 ' '''' Fz E3TUD I SP STUD PLATE TIES 1 Patent No.4,480,941 m © m Ties top plates to studs to resist wind or seismic activity. �Uv%� 1„ SP4,SP6,and SP8 wrap completely around double top plates. _ .,� 5t6 MATERIAL:20 gaugeL' (SP2 g FINISH:Galvanized SP1 Nailing o q° ,-, I INSTALLATION:•Use all specified fasteners. Profile ° ° I See General Notes. I J a • Position SP1 and SP2 as shown. Install the number J e a of plate nails as indicated in the table.Then install ® �� ® II ��� 0 /' five 10d commons into the stud and one 10d common ° ° °� to , y 32' at a 45 angle through the stud into the plate. °mr \ .._____-- SP1 CODE NUMBERS:BOCA,ICBO,SBCCI Nos.NER-432 and rr NER-443;Dade County, FL No.90-0914.2.Table loads Typical SP1 Installation are based on the 1991 NDS and may differ from code r, reports due to revision lag time. ° ° "' IA ® ON° i o „ \% Iii MODEL DIMENSIONS FASTENERS ALLOWABLE' _ �® N0. W L STUD' PLATE UPLIFT LOADS i ..„..j SP1 — — 6 10d 4-10d (58) Typical SP4 o %' o }Y Installation o SP2 — — 6-10d 6-10d 890 Anchors t- ° o ` SP4 39/16 7346 6-10dx1 Y2 — 735 Double I Typical SP2 -r •• SP6 59/16 734 6-10dx1'i2 735 Top Plate Installation `' ';"4. , SP8 79/,s 85i,s 6-10dx1'/z — 735 to Stud .l �"y�`, , (SP6 and SP8 .�w��� ` 1.For SP1 and SP2,one stud nail must be driven at an angle through similar) 4 the stud into the plate to guarantee table load(see illustration). 2.Allowable loads have been increased 33%for wind or (3)10d x12'NAI LS earthquake loading with no further increase allowed.Reduce EACH SIDE OF STUD Copynght 1993 by 33%for normafloading. SIMPSON STRONG-TIE COMPANY,INC. 59 CCCOLUMNW SIMPSON 06060/SIM CAPS BuyLine 5162 Strong 11e CONN 4117 3 •—W3�•l'ililiaPiilit,.%1::>• .. C qi 02, 0 -� hi, 1illifit ..... H 3 4 �@ C O 1 ',i�/ 0 'r am (�? I ° ,t7AUGE u „ C `i N2 ,, 6q MINIMUM H2 i 0 " © (3inFOR CCT44)4 H3 1 STIRRUP m 0),,,,)....„ 0 62 MINIMUM HZAND H3 `/ Q � �� (3ZFORCCC44) 7GAUGE/ ----/ Typical CCT �,/ ° CCC STIRRUP _� Installation 7GAUGE/ CCT(CCT44 similar) STIRRUP (CCC44 similar) JOIST JOIST ALLOWABLE SHEAR 1.DFL=Doug Fr-Larch;SPF=Spruce-Pine-Fir. SHEAR LOADS 2.Fv Spruc95 forP Doug Fir-Larch,90 psi psi OR 100 115 125 2x4 Spruce-Pine-Fir,and 90 psi for sizes RAFTER larger than 2x4 Spruce-Pine-Fir. The maximum capacity of a DFL SPF DFL SPF DFL SPF 3.The 115 and 125loads are 115%and 125% horizontal or rafter maybe 2x4 332 350 382 402 415 437 of the 100 column,according to the code joist for short-term loading. limited by the maximum horizontal 2x6 522 495 600 569 653 618 shear capacity.This table gives 2x8 688 652 792 750 860 773 the capacity for common sizes. 2x10 878 832 1010 957 1098 966 D 62 • All PC APS 0 -• . A custom connection for post-beam combinations at medium (w ft �. , SurfaceA design loads.The extension beam side plates function as tie straps • where splices occur. "Surface B� • m 3I+ MATERIAL:PC-12 gauge;PC-16-16 gauge a • PC FINISH:Galvanized.Selected products available in Z-MAX coating; c O ~Li d see Corrosion-Resistant Connectors. SURFACE op. --W2 INSTALLATION:•Use all specified fasteners.See General Notes. q� //47 • 9/16'holes are provided for optional bolting.Loads do not 0i�3 Wit' apply to bolted connection. 0 a g OPTIONS:•For end conditions,specify EPC post caps,providing dimensions in accordance with the table;see illustration. ■ For heavy duty applications,see also CC series. CODE NUMBERS:BOCA,ICBO SBCCI No.NER-443.Table loads 1N2 Lel Typical EPC are based on the 1991 NDS and may differ from code reports End Post Cap '''� due to revision lag time. L LPT 1 Installation ER� ' 1 DIMENSIONS FASTENERS ALLOWABLE LOADS MODEL POST SURFACE SURFACE SURFACE UPLIFT LATERAL o 0 I NO. SIZE W1 W2 L7 L2 L3 A B C PC/EPC 0 tr (133) (133) (133) .41 PC44-16I 4x4 39/16 39/18 25/8 11 73/8 4-16d 6-16d 4-16d 1000 925 1000 ., A,4,,,„ 4x4 39/16 3!2e2410, 11 73/8 4-16d 6-16d 4-16d 1470 925 1070 PC46-16 4x6 39/16 51/2 25/8 13 91/4 4-16d 6-16d 4-16d 1000 925 1000 Typical PC PC46 4x6 39/16 51/2 25/8 13 91/4 4-16d 6-16d 4-16d 1470 925 1070 Post Ca PC48-16I 4x8 39/16 71/2 25/8 15 111/4 4-16d 8-16d 6-16d 1000 1475 1285 Installation �L W--=:. PC48 4x8 39/16 71/2 25/6 15 11114 4-16d 8-16d 6-16d 1470 2075 1610 PC64-16 4x6 51/2 39/16 49/16 ' 11 7% 4-16d 6-16d 4-16d 1000 925 1000 PC64 4x6 51/2 39/46 49/16 11 73/6 4-16d 6-16d 4-16d 1470 925 1070 1.Allowable loads have been increased 33%for wind PC66-16 6x6 51/2 51/2 49/18 13 91/4 4-16d 6-16d 6-16d 1000 925 1285 or earthquake loading with no further increase C I PC66 6x6 51/2 51/2 49/16 13 91/4 4-16d 6-16d 6-16d 1470 . 925 1610 allowheed;co reducede. for other load durations according to t I PC68 6x8 51/2 71/2 49/16 15 111/4 4-16d 8-16d 6-16d 1470 2075 1610 2.Lateral loads are in the direction of the beam's axis. PC84 4x8 71/2 3946 69/18 11 73/8 4-16d 6-16d 6-16d 1470 925 1610 3.Allowable loads are for nails only. PC86 6x8 71/2 51/2 69/16 13 91/4 4-16d 6-16d 6-16d 1470 925 1610 ©CPS PC88 8x8 71/2 71/2 69/16 15 111/4 4-16d 8-16d 6-16d 1470 2075 1610SIMPSONht 1993 STRONG TIE COMPANY,INC. 27 PBPOST SIMPSON 06060/SIM BASES BuyLine 5162 Heavy Section StrongTie Galvanized cocoas Locking prongs eliminate bolts or inserts in concrete.One-piece design Steel ti,7 assures maximum strength. I,--��W MATERIAL: 12 gauge FINISH:Galvanized _``��� INSTALLATION:•Use all specified fasteners. See General Notes. / �,_ • • Holes are provided for installation with either 16d commons or'/2"bolts. ir pB■ A 2"minimum sidecover is required to obtain the full load.■ Not recommended for non-top-supported installations such as fences. 5" FI 'k ,. ' '' F2 CODE NUMBERS: BOCA,ICBO, — DIMENSIONS ALLOWABLE LOADSSBCCI No. NER-443. Dade County, FL No.89-0131.2. MODEL 12-16d NAILS 2.1/2 MB / 0NO. W L UPLIFT Ft F2 UPLIFTTRESS ,,-._` i (133) (133) (133) (133) .' RELIEF _'; o/ PB44 39/16 31/4 1365 765 1325 — 3e HOLES . "., 1' •, I RESIST ••4 '' ' 1.Allowable loads have been increased PB44R 4 3/ 1365 765 1325 — TEARING I. ` o 33%for wind or earthquake loading, P846 51/2 31/4 1365 765 1325 — EMBOSSED t J O. with no further increase allowed. 1 3 FOR GREATER q. A•_ .e PB66 5/2 5/e 1640 765 1325 1640 STRENGTH e;•'••g. PB46R 6 3% 1365 765 1325 1640 o Typical PB PB66R 6 53%e 1640 765 1325 1640 Installation 2"MINIMUM SIDECOVER LCBICBICBA COLUMN `' o4) 3•MINIIMUM k� 4- LCB—Low-cost post base for patios,carports, breezeways and porches. , SIDEC F� (2"FOR LO LCB) lT, CB—For columns that require high structural values and rugged performance. 4 . CBA—Adjustable column base which allows precise column placement after t E "4 e ,i! the concrete cures. For new or retrofitted nominal or rough 6x's. Bottom panel functions as a built-in moisture barrier(partial barrier for rough sizes). 3•N,. MATERIAL:See table p rs T(CB 'FINISH: LCB and CBA—galvanized;CB—Simpson gray paint;CB may be ,• .0 -° ordered hot-dipped galvanized;specify HDG. i , INSTALLATION:•Use all specified fasteners. See General Notes. CB • To get full loads, minimum side cover required is 3"for CB,2"for LCB. h0. //' • Install the CBA in pairs,using two 16d nails for temporary attachment Typical CB W2\��' while boring bolt holes;these nails are not required. Installation /� �����0 • Not recommended for non-top-supported installations such as fences. �•' �/n OPTIONS:•The LCB may be shipped unassembled;specify"Disassembled". —,—jfi1��� • Rough and other sizes available;specify W, and W2 dimensions. Consult your Simpson representative for bolt sizes and allowable loads. 0 3' r" •• See also PBS and CBS series. 0 '/1 0 CODE NUMBERS: BOCA, ICBO, SBCCI Nos. NER-393 and NER-432. Dade County, FL No.89-0131.2 and City of L.A. Nos. RR 24818 and RR 25074. / I I ,® Table loads are based on the 1991 NDS and may differ from the code �` 32 report due to revision lag time. 04 /1/- NOMINAL MATERIAL DIMENSIONS POST ALLOWABLE �� MODEL POST FASTENERS UPLIFT LOADS p . ' r: NO. SIZENAILS BOLTS - STRAP BASE Wi W2 D NAILS BOLTS T pical LCB44 4x4 14 a x2 16 ga 39/16 31/2 61/2 12-16d 2-'/2 2255 3) 545 33) CyBA66 Installation C644 4x4 7 ga x2 7 ga 39/16 39/18 8 — 2-s/g — 4200 LCB46 4x6 12 ga x2 16 ga 39/18 51/2 61/2 12-16d 2-'/2 2255 3530 517 • -se CB46 4x6 7 ga x2 7 ga 39/16 51/2 8 — 2% — 4200 �Wi 442 i i CB48 4x8 7 ga x2 7 ga 3948 71/2 8 — 2% — 4200 / 0 CBS GLULAM 7 ga x3 7 ga 51/4 SPEC 8 — 2-5/8 — 4200rB • 0 p. 4} LCB66 6x6 12 ga x2 16 ga 51/2 51/2 51/2 12-16d 2-'/2 2255 3525 CB66 6x6 7 ga x3 7 ga 51/2 51/2 8 — 2-s/e — 4200 __ _____ CBA66 6x6,6x6R 10 gauge • See illustration — 2-s/g — MOO -- -. ®_�_ CB68 6x8 7 ga x3 7 ga 51/2 71/2 8 — 2-s/g — 4200 ,E —__ -----_ / CB86 6x8 3 ga x3 7 ga 71/2 51/2 8 — 2-3/4 — 6650 CBA66 C, CB7 GLULAM 3 ga x3 7 ga 674 SPEC 8 — 2-3/4 — 6650 CB88 8x8 3 ga x3 7 ga 71/2 71/2 8 — 2-3/4 — 6650 1.Uplift loads have been increased 33%for wind or CB9 • GLULAM 3 ga x3 7 ga 8'/g SPEC 8 — 2-3/4 — 6650 earthquake loading with no further increase allowed. CB1010 10x10 3 a x3 3 a 91/2 9'/z 8 — 2 3/4 — 6650 2.CBA load apples only when installed in pairs.Use 4-3/4" 9 9anchor bolts.Anchor bolt type,length and embedment must CB1012 10x12 3 ga x3 3 ga 91/2 11'/2 8 — 2-3/4 — 6650 be specified and designed to resist uplift forces. CB1212 12x12 3 ga x3 3ga 111/2 111/2 8 — 2-3/4 — 6650 ©Copyright 1993 SIMPSON STRONG-TIE COMPANY,INC. 23