Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
BLD2003-01673 Structural Design Report - BLD Engineering / Geo-tech Reports - 3/9/2004
WESTSOUND ENGINEERING, Inc. 0►aD 217 SW WILKINS DRIVE aD PORT ORCHARD,WA 98366 Phone: (360)876-3770/Fax: (360)876-0439 WestSound Engineering, Inc. STRUCTURAL DESIGN REPORT Single Family Home AT 330 Makela Road, Belfair Washington FOR: Bob Saenz and Kelly Rohr 11035 Kitsap Mall Blvd. Silverdale, WA 98383 Project No: 957 March 9, 2004 apt SUMMARY: The purpose of this design is to provide lateral support for the main floor of this existing two story single family residence. Previous analysis addressed the need for improvements to the foundation. This report addresses the concern that a past earthquake damaged the structure. There is difficulty in determining the lateral resistance of the walls for the main floor because they were constructed with vertical logs. This design provides lateral resistance for these walls with connections to the upper floor and foundation. It is my experience that wood structures such as this are more vulnerable to wind forces than earthquake forces, due to their light weight. A basic wind speed of 80 mph with exposure B, was utilized to determine lateral forces from wind loading. The lateral bracing proposed will bring the stuucure into closer conformance with current building codes. Construction shall conform to the 1997 edition of the Uniform Building Code. 2 JOB 331 ffi4k��V�( '95 1 SHEET NO. OF Z ODestSound Engineering, Inc. CALCULATED BY DATE 217 S.W. Wilkins Drive CHECKED BY DATE Port Orchard, WA 98366 (360) 876-3770 SCALE ....:..... . . . . . . . . . . . . . . . . . . . . . . . . . . ...... ...... . . . . . . . .. ..... .............:................................... - =...�u.z. .,� ... .... ... s ........... ...........i........;........;........;........j........;........«.......�.........j........«........j........j........j........j........j........j........i........j........5........«.......«.......«........j........j........j........j........j........s........ ........:........1........�i.QJ{�G1. <Q. /�!l�lZ....t........:...... ........................................................................s................ ?....... ....j................ .........�........�........�........ i i ........,..................................-I........I........5........i........i....'.I .... ...."i..• ...;........ •••A•. .r(T� .... 0.....;. ........;........{.. ... .....;........;.......iq ..i........;........;........ .......y........y........y........y........y........5........�........i........i........:........:........J........y........y........y........y........1........i........t..... .....y..... ... ... ........j........y........ .... ... .......i........i........i........j........i........i....................... ... ... ...................................//........ .... .......................... ... ... ... ........................... .... .. ................. :........:........:........:........:........:........:........:........ ....... .......:....... ....... .......:........:........j........;.......::........ ._............................................... . . . . . . . . . . . . . . . . .. . . ..r ... 9 .... -..: .. ....... .........................................................p.......h....... .......?........j................J................................................s...... p.......5.............. ,............................ ... .,.......:. ................................... .=.....GIs ' � �...=..... ..r9'?...rs...............................:......... ....... ........;Z.......... .�..4............. �. ' i ... .......y........................i...............i........................b........>........i.........................................�........�........�........i........i........�.......d.......a........>........................i........�........�........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . *60 i •J 3•• 1� .. , i... i 1 <.... ... ....y.... ... .....j......:..... .. .....i. ........:........:........:........i........y........4.......i-...............4.......4.......5........j.......-I........j........i........1........3........t........i........i........i........4.......L.......5................3........3........ 7........i .....i........ S �� fI ... ... ... ... .................. .. f ............... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57t !4V/� 1 .. moo . ... ............................................:................. ...............:............... .... . . . . . . . . . . . : ........j........j........j........j........j........j........:........:........:........«........j........j........j...... ......j........j........j........j........j........j. .....i........«.......« ...j........;........ ;........;........ ........,..........................t........t........y........ �........;.. ..«........j........ ..;.,........j........j........j........j...../.i........i........i........j........{........«........j........j........j........j........j........j........j........ ...... ......j........i........i........j........ ........''s........>........i........j........�........i........j........i........j........i........i........4.......y........i........>................i........i........i........�........ .......s........y........I........I........t.................i........i........i........4.......y.......b........i........;........i........i........i........j........i........j........<........:-.......s.......y........i........i........j........i........i........i........ . ✓�YFIG i� o�fl 2 ti D JOB �'�'� .kc.�� , �75'l SHEET N0. OF W CALCULATED BY DATE 3/9lo'4 estSound Engineering, Inc. 217 S.W. Wilkins Drive CHECKED BY DATE Port Orchard, WA 98366 (360) 876-3770 SCALE ... ... ... ... ... ... ... ... ... ... ... .. ...._.... ... ... ar ..yf�.�...... .. .... .. .... ................. ... ... _ ... : .. ...........:................: ... ... ... .. ... s ViI4 $EA.WNG P......L o ................:........;................................<........t...... ... .......... ......... .......... .....;... ..;......... . �t..4�,P,f.....! .tx.guo ........j........j........:........j........I........j........4.......j........<.......{...•.. ... ...j....... ......;... ...j....... .....j... ..j......... ....5... ..;........ ......j........j.........................j.......j..... : ; : .......:................i........{........f........4.......t........4.......i....... .. .....5... ..d....... \l ...3... ..1....... ..4....... .....L.. .. ... ..1�11'.T........i......../....� - � /�� `....�34 ... .. .. ... ... ........:........:........:......A. .....,.....:.. _ .. ... .. ...;���. w I �•t1.co.A..................D ; . : ..... t ...... w. t5...;�............. !.. ... .......... .................... .... .................. . ........................;................j................ ;.......: :........:........ ... .......... .....,............ ......... ........... .......... ..... ........................................................ .......p........ ............... ...........,........�........� .. ......j... ...)................j.......j....... ....j.......i......... �..... ... ..q........j........,........j........1........1........j........ QN!OZiS�s�' ................i....................................... ................ ... j....... ....... .......i........i........j.................i........i./1 a.......i........i........i........i........j.� .... .....i.......i..... j i t Gs i _.......................... . ... S...Sy...�.. 0... ......;..V... ►........A -x:A.?5Yxn��..!n._......._.......�....... ....... .... :. .. ,Ism........ N.. R. ......F..........R...................�/.. !.... ........ t�'�.��..1K! •5. '..7/8. 'dGt.L�.. O�. .................i:.... ... ... ... �3Y..(!?OQ....eM-0 '..4Kr. !L! .4/.fF........................... ...... ...f� ... !!.M;' .. ...3i���'«. ...a.... GG+7S_`..... G/YJTs pia'�95. '..rt!1!! ! ... Sr.................. rip o !-ti�l!'► - ........j........j........j........j........j........j........j........�........t........y........j...../.�..j�..../.,.,�.j........i........j..././.(►............:........j........jjj..pc...;......'..,j....//V.�.y�.i.�./J�...j........i........;•..�....yij........j........j........j........i........ ........j........j........i........I........I...�...j....' '. I. f.F .. ... .1...{'..C..�..'—1f I......1,:. j.��••••7r �•.4...0 ....jro.• .....j........ i........j........j........ ........1.......•'.........i........1........1........i........i........4.....�.1r•.. .. ... ... .. ....:i:.•i• P .. ... ... .. ... ... ... ......i........i........i........:........<........ . . . . . . . . Amp . s ...... ....... .......................................................... ..... ... ... ... ................................................... ... ... ... ... ... .... ...... :............................................_...................................................................................................................................._..... ... .... .... : WIRE REBAR WRIC CHAIRS The WRC holds rebar in position 6• during the concrete pour. T T 5�ry�'--I MATERIAL:11 gauge "" 3Y4 34• FINISH:None .�1�•..•� INSTALLATION:•Tie rebar to �• "'i =` 4 `b chair with wire twists `"'"" 81/V 12' — Typical prior to the concrete pour. y 3 WRC2 Installation WRC2 Wlkc CNWCOUPLER NUTS All-thread rod is correctly installed when visible through CNW's'witness' holes.CNW's dimple k provides a positive stop to allow even bolt threading top and bottom. M ` CNW's are tested and load-rated coupler nuts.They can be used for extending anchor bolts,for c example,through floor framing.CNW's meet and exceed the capacity of corresponding ASTM A307, ) ' Blocking A36,SAE1018 and Grade 2 bolts and threaded rod. t ' not shown FINISH:Zinc Plated CODES:Submitted to ICBO 10/99. for clarity Allowable INSTALLATION: Modish' ApA H Tetalnn ' •Each rod must be threaded Nis gix11.. Laads halfway through CNW. (133) Each rod must meet at ; ; $ Witness' Holes i` CNW!:. 0.50 1 5060 the center. a'; CNW3'a 0.625 11/8 7900 Tighten the two rods CNWI,. 0.75 2 11390 against the central stop N ` „y �t�nf,.h> tt:•' CNW'/s 0.875 1 2 ::: 15500 in the coupler nut. ° CNW allows fast Typical CNW �� s 1,Allowable loads based on 1996 AISI Sec E 3.4 visual check for Rim Joist bolt allowable loads. correct all thread ti Installation c 2.CNW coupler nuts are tested to a minimum of rod installation ti 2.1 factor of safety on the allowable A307 load. + n ° REARING The BP5AS uses SDS'/.x 11h screws to provide lateral resistance when sill holes are overdrilled (screws are provided).The shear capacity is 975 lbs.(100%)and 1300 lbs.(133%)(for DFL). BP Bearing Plates give greater bearing surface than standard cut washers,and help distribute the load (LBP at these critical connections.BP Bearing Plates are designed to meet City of Los Angeles requirements L similar) for sill plate anchors and holdown stud anchors. LBPS 1 MATERIAL:See table fir: Typical BPs •• . tx„•tttrsi;;ii"iii?u1's% bt Installed with FINISH:LBP-galvanized;BP-none __ w INSTALLATION:See General Notes. BP a Holdown CODE:City of L.A.RR 25293(BP). A nd SSTB Anchor Bolt ..z sit BP Model Thick, Dimensions tiah • No. Hess :w L � . LBP ' 2 2 7. e z MINIMUM o LBP' °/a, 2 2 M_ EMBEDMENT' W LBPS 3 'a;) o o u LOPSS 31. 3, _ z B Pyz 2 2 BP%-2 3f, 2 2 t+ Typical BP z +� Installed BPY,SKT 3 ga 4 2 1 a ' a- The BFI %S BP' y 2y4 2}4 s� 1.BP3'eSKT sold as a kit. is used when with a Mu, I �Y, 2.City of LA requires sill bolt holes are overdrilled Anchor Bolt g Of3 234 2' 4 21h"square bearing p BP e 3 3 '4 for h"bolt.UBCAwl OPT 3 3 1 requires 2"square. Model Stad F111hCd1Ai M No. L :d Compatible ProductsRETROFIT RFB e 8 RF8/4X5 5 J4 3y� 1/ 1/ AB44,46,66,44R,46R,66R;ABA44,44R;BOLTSABE44,44R RFB/4X6 6 X4y I 1Y4 FA6,8;HFA6,B;FAP;FJA;FSA RFBs are pre-cut threaded rod,supplied RFBI4X7 7 X 4y, 3y, 3y, LTT20B,UFP10 U with nut and washer.Offers a complete engineered anchoring system when used RFB#4X10 10 X 4y, 3y, 1 y, , Dia mudsill anchor bolts with the Epoxy-Tie.Inspection is easy; 3X 2 114 A.W&G 4bR&5R AkiO,66,46R,66R the head is stamped with rod length and 'No Equal'symbol for identification 1�4 1a, AD.W.44A.0 after installation. RFI;tSXtD iQ % 7 7 1Y DI�imlttlslllaft otWIM MATERIAL:ASTM A307,Grade A L RFB 5Xt'6' 1H 12 5 lad HDK 5A,HTT22 f'HD2;'PHD5,HDC5/22,HDC514 FINISH:Zinc-plated RFB RFBR6X10.5 0 / by, 5 3% LTT19;MTT28B INSTALLATION:•Request T-HD for installation information. 1.Maximum anchor load is 5375 lbs.using ET-Epoxy at 12' embedment, 10 and 7665 lbs.using SET-Epoxy at 10' embedment. 2.Embedment is based on 2000 psi concrete. ;WRIa41 CMSTC provides nail slots for easy installation and coined edges for safe handling. € `fs y ` : CS are continuous utility straps which can be cut to length on the job site. Packaged in a lightweight(about 40 pounds)cartons. :'•':" #%> )`=>Y pG1N OUT :'sss.#s.: :u;,s„;spsxs`: £ LE LENGIN FINISH:Galvanized.Some products available in Z-MAX;contact factory. :::.,�,,,ti,;,,,;;;;;;,,,,;;x�:;;x;. �, x INSTALLATION:•Use all specified fasteners.See General Notes. Wood shrinkage after strap installation across horizontal wood members <I`s ;, 2, may cause strap to buckle outward. Refer to the applicable code for minimum nail penetration and minimum _ ;. wood edge and end distances. Typical CS I£,MN#_ ;'r The table shows the maximum allowable loads and the nails required to obtain Installationk them.Fewer nails may be used;reduce the allowable load by the code lateral as a Floor-to- ' load for each nail subtracted from each end. Floor Tie CMST only-Use every other triangle hole if the wood tends to split.Use (CMST requires round and triangle holes for comparable MST loads,providing wood does minimum not tend to split. 2-2x studs) Np CODES:BOCA,ICBO,SBCCI NER-413;City of LA RR 25293(CMST12 and CMST14); GiN Dade Co.99-0623.04(CS18 only). Provlda min. € LE Vend distant for CS and CMST Equal number of Total Allowable Nail specified nails Mooll L End Fasteners Tension Loads, Spacing'' in each end No (Length L Go GtltLength (Totan O.C. of Roll) (1100)' j,ftili 0jr on a Row) CMST12 40' 105" 12 clear span+2100' 18 610 3Y:-10d 7230 99 " �r 2 k " � 34" clear span+fill»: 74-16d 5095I. CMST14 52yr' 14 CS16 Hole Pattern(all other CS straps similar) 78, clear span+1W. 88.100 5095 ly S 3X:" 25" clears an+ 50' 64.16d sinkers 3520 4690 1yl' „� , �•' sx;s:% + x f,' n xf'"''f" 3K:sx 2 CMSTCI6 54' 49' 16 clear span+ 98' 64-16d sinkers 3520 4690 3" MR CS16 150 14" 16 clear$ :n+31Y` 28-8d 1235;. t68p. # 1:y y#'• rpy �s:  „ K ; CSp6gi 25 t1" clears n+24 22-10d 1235' 166Q . " " M. CS18S 100, 11" clear span+24' 22-8d S Y CS1 a 200' 9' 18 clear span+20' 18-10d 950 1270 CS18-R 25' 9" clear span+20" 18-10d 2x6" CS20 250' 4` 2[1 ]GI ear3°n42V 18-8d 750 1005 CMST14 Hole Pattern(CMST12 similar) CS2t14Z', 25' i ' . i....:GIIIHE S 0 t 16" 14-10d, 750I 1005 1: " 7 clears an+16' 14-8d 620 825 CS22 300 22 CS22-R 25 Syr' clear span+13' 12-10d 620 825 ;r: 3. I.Allowable loads 100%value is the 2.133%and 16096 value may be used maximum steel capacity and may not be for earthquake or wind loading. increased for other load durations unless 3.Use half of the nails at each member being otherwise indicated. connected to achieve the listed loads. 3 1yp. CMSTCI6 Hole Pattern oSTRAP AIHSACONNECTORS u ' A high value seismic tie for horizontal ties across intervening members. FINISH:SA36-galvanized;all others-Simpson gray paint INSTALLATION:• Use all specified fasteners.See General Notes. )) May not be suitable for floor diaphragms which protrude above beams. S CODES:BOCA,ICBO,SBCCI NER-413;City of L.A.RR 25119. it ......iylllifYfla�1A s 7otaCIS 81iti1Lbids HANGER a e Model Strap NOT SHOWN t _. 8 No. Section L Nails B011s lilt .' �yp ?:_ ,.' •� € Qty Dla lid IG W}: (7S8) ..f�__i. 2 >•> 2.tit a,€'kL1. 2'=. kii SA36 12 ga x 2xe 36 22-16d 4 )4 6767 1900 1605 1900 HSA3x 3 ge zl3 32' ? 'r 13600 — 11d ., 190 Typical HSA Installation ` WA41 3!Ila x 3 41 — 4 '/. 17600 l l5 .452ik. {� NSA50 3 ga'x'3 50' — 6 21600 — l`a�t3 :'&tQ0 srnwl HSA59 3 ga x 3 59 8 301000 8330 `t' t HSA68 3 ga x 334 68 — 10 '/. 34200 1.Allowable loads have been increased 33% 3.Bolt and nail values may not be combined. and 60%for earthquake or wind loading with 4.Only SA36 can be field-bent for other no further increase allowed. intermediate beam widths. 2.Allowable loads assume a restrained member Typical SA of 31h'min,thickness with bolts in single shear. Installation with Saddle Hanger 129 PHDPREDEFLECTED HOLDOWNS The Predeflected Holdown(PHD)is a revolutionary development W in holdown connections.Predeflected during manufacturing,the PHD virtually eliminates deflection from material stretch. SPECIAL FEATURES: -- PHD5 Typical PHD ; Wood screws reduce slip due to overdrilled bolt holes. Installation -,,,;i:. others Smaller centerline reduces eccentricity in the stud. as a `r .t `<f t!V similar No stud bolts to countersink. ) e k ' Holdown k a US Patent The slot in the seat provides anchor bolt adjustment. ;k No.5,979,130 11xfl •Fits easily on a 4x stud. f r m MATERIAL:See table. FINISH:Galvanized. INSTALLATION:•Use all specified fasteners.See General Notes, Place the PHD over the anchor bolt, C Install Simpson's code-recognized SDS1/4X3 wood screws,which are provided with the holdown.(Lag screws will not achieve the same load.) N' For an improved connection,use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts,page 25,for anchorage options.The design engineer may specify any alternate anchorage calculated to resist the tension load for _..w_., w..w...... . _.... .. . a specific job.Anchorage length should take the bearing plate height of 1s/a' For holdowns,per ASTM test standards,anchor bolt into account,to ensure adequate length ofthreads to engage the nut. nuts should be finger-tight plus to turn with For 3x sill plates use SSTBL. a wrench,with consideration given to possible •To tie double 2x members together,the designer must determine the i future wood shrinkage.Care should be taken fasteners required to bind members to act as one unit without splitting the wood. to not over-torque the nut. CODES:ICBO 5328;City of L.A.RR 25300. _...._m..,,.... .- ._.-_...... Dimensions Tasleners Allowable_ Holdown Hu.1¢own7 , SDSY4X3 No.of TgOOp Fla AC11lOx1:::- ................... Screw Model Ga �o�pa A ��l{� #�� �� t US Patent No. Na. W H flB CL fa SDB (3 iH tfl6lti.lfll`ltLi:81 �t118111riili." ::_ f s' 6,109,850 lNnod Waod.VbditieF Destgrk�ap pay ftload I Screws Fftrshi Ti3ed HANGER r" See screw Info on r E�w PHD2-SDS3 14 1 3 9%f• 2% 196 % 10 112,520 3610 .033 .076 sr+NOTi page 8 a, PHD5-SDS3 14 3 11W 2A, 136 % 14 115,670 4685 :047 .111 >>' N 6 S PHD6-SDS3 12 3y. 13% 2FA 1% % 18 sa8250 S"tl .045 Top View 077 �. PHDB-SDS3 10 3y, 17;{, 2 1% % 24 17a z 243 fi73Q A51 .060 Typical M Concrete Wall 1.Allowable loads have been increased 33%for 5.Deflection at Highest Allowable Design Load:The deflection of a PHD Offset earthquake or wind loading with no further holdown measured between the anchor bolt and the strap portion Installation increase allowed;reduce where other loads govern. of the holdown when loaded to the highest allowable load listed in 'fh> 2.The designer must specify anchor bolt type,length the catalog table.This movement is strictly due to the holdown and embedment.See the SSTB Anchor Bolts. deformation under a static load test conducted on a steeljig. B.SDS'/4x3 screws are required for PHO's. 3.See page 10 and 32 for retrofit anchor bolt. 6.Installs best with a low speed'k'right angle drill with a W hex Call Simpson for PHD loads using 4.Loads are based on static tests on wood studs, head driver. shorter screws. limited by the lowest of 0.125"deflection,ultimate 7.PHD installed raised off the sill plate has greater 9.For Hem-Fir loads,request Technical divided by 3,or the wood screw value. deflection values. Bulletin T-HEMFIR. HDICCONCENTRIC HOLDOWNS HDC product line eliminates eccentricity.Installs with SDS screws v (included)to reduce slip and maintain post capacity. :f. -': •--•------�--••�-•••—•-•— MATERIAL:10 gauge strap, FINISH:Galvanized strap,aluminum base. h`t'f g g p. pN � For holdowns,per ASTM test :tl Sf z INSTALLATION:• Use all specified fasteners.See General Notes. fn s : : standards,anchor bolt nuts Install on concrete. i ' :; % should be finger-tight plus Sized for 2-2x,4x and 2-2x6 members in two load capacities ..f :'; `"�' %,to'.'a turn with a wrench. Concentric to eliminate bending on the Stud Kf+< + -••• -- 8 • Install Simpson's code-recognized SDS°17° wood screws, which are provided u. with the holdown.(Lag screws will not achieve the same load.) Slot in t11e seat allows for 3A'of adjustment perpendicular to plate, f ffff f SSSf/.Y' i' kk. ... • Witness slot in the base to inspect the nut Maximum anchor bolt height above concrete is 211z'. 1• : S;ll; I): : 8 CODE: Submitted to ICBO 3/01. +li l�utnber ltltowabf� xor��itft©�rect� ; 2 ' f Model Post W And H f3 Af 5b5: 3I1!(rllf la1 N liaail1111orita6l ! No. Size Bolt.;. r9 .... .,..... ...... 1(I11r1111 ... 93?;' Des... :i:r' ByI�W� of HDC5/22-SDS2.5 2.2x 3Ma 9Y8 3 'A 12 4870 .032 HDC10 HDC5/4-SDS2.5 4x 39'i• 9% 3 12 4870 .032 i US Patent NDG10F2Z Sd52 fi 3 21r fkfr 1+17i 3 6 Z4 H66d fl15 Pending HDC10lA SD52.5 nix: 34F�,a41fi, 8, '� 2A k• '1.The designer must specify anchor bolt type,length and 4.Deflection at Highest Allowable Design Load:The deflection of a Install on embedment.See the SSTB Anchor Bolts. holdown measured between the anchor bolt and the strap portion Concrete 2.See page 10 and 32 for retrofit anchor bolt. of the holdown when loaded to the highest allowable load listed in Typical HDC Installation 3.Loads are based on static tests on wood studs,limited the catalog table.This movement is strictly due to the holdown with 2-2x4 studs by the lowest of 0.125'deflection,ultimate divided by 3, deformation under a static load test conducted on a steeljig. (Similar with 1-2x6 studs) or the wood screw value. 5.Installs best with a low speed' 'drill with a%'hex head driver. 17 1/2' ANCHOR Request our Anchor Systems Loads for Threaded Rod Anchors in Concrete(One capsule per hole) Catalog for full information. ..................::.... t�nlsllmrttaald Nasaol[1 51w1a1f Ealul fllasled nri Load wed wa Benefits of the VGC: VGC Dnit 13otd 046 ............. Steel S1rerIgAS01 itlad Embed.. f c y=2W10 ptlf 1!i� lfOfl':psl (SAE]o1s) No special tool required:just drill flit and clean holes;insert capsules bia,_,M if o DI Depth DfsL . Contete ;' Cnlnlxate _ Tension Shear' and hammer in the anchor. Avg AIfGIN Avg Allow, Allow. Affuw •Pre-measured components assure _—_. __ __._._. .._. tAt,. ...... I)I.l LoA.a load; tad:; the right amount of adhesive every 3/8 VGC37 1/16 3 1/2 14 5 1/4 8 750 2190 5 581 1 395 2,105 1 085 0.. . time for the specific diameter and : 16... $yT:. .::3;220 3 y60 1 W. embedment. 5/8 VGC62 11116 5 20 7 1/2 19,048 4,760 18 702 4,675 5,875 3025 s:. 4 V6.:'' i€a! ... ... 1 . :: 22 : `. `. i.:.. $13i y,; 7.385 8.46A' 4 3$Q:i su waste,no guessing, one ca 7M VGC100 1 8 31 11 5/8 29 236 7,310 33 676 8,420 11,500 5,925 sine for each anchor diameter Nf f 1- makes $ 1f2; 2$266 T310 estimating simple.Capsule1 1l10'. .9 ` 8 ?1�4 i.:.l: .1:1,120 15,025: =7y30..: can be inserted either end first. 1.It is critical that holes be cleaned properly.One capsule per hole. Fast cure time anchor is ready to 2.The connection allowable load must be the lesser of the bond or steel strength. use in 20 minutes(at 68'F and 3.The allowable loads listed under allowable bond in the table are based on a safety factor of 4.0. above) 4.Minimum concrete edge distance is 1 1h x embedment and minimum spacing is 4x embedment Up l0 1 year shelf life when S.Reference the Simpson Anchor Systems catalog for spacing and edge distance requirements and other important information. stored at 60'F-80'F. 6.Anchors shall not be used to resist tension forces in ceiling or wall installations unless special ! consideration is given to fire-exposure conditions. 7.331h%increase NOT allowed for short term loading due to wind or seismic forces. VGC Cure Time Loads for Threaded Rod Anchors in Concrete Stemwall I Eraslrel tared Base Material Cure # Rndto Dull 91! Em6ad. walk �� !E �'oi0 I `;• ,'f `'�:' :. . Time ; .1z t►1a et 01a: Depth;W !.Iil01M� i� �1t,yWii�lt. ti• t: � . .............. .. P 1 fltt; o ` .• z. c VGC82' 12 6 1 s 5 13250 3310 *2 ;t.fir:€ :fir VG01 f W F 30 min. 1.Requires 3 capsules per hole. 3.R Is critical that holes 4.See footnotes above, W F 2ttM1Vi 2.Requires 2 capsules per hole. be cleaned properly. Do not disturb during VGC cure time. .AT • Simpson Strong-Tie now offers a complete 2. Powder Actuated Fastening System. 14 tool models to meet any fastening Asa: o y application,including fully automatic ' k magazine tools for some of the quickest s " v fastening in the industry. �R & z ksl A full line of ICBO listed pins and # ? powder loads. a 3 •For specific information,request our PAT catalog(form C-SAS-PAT01). fY sx W(d/Mlt..:�„�AYAYifb. P ANCHOR ANCHORS g s Request our Anchor Systems Catalog for complete information. Simpson offers a full line of mechanical anchors to suit almost any application in numerous base materials. Get the Rest of the information on Simpson Anchor Systems Thte information in this catalo isan Introduction to Simpson Anchor Systems. tabular[ormg,as we] as code.faports;MSDS sheets and mare! You cat#petlfle rest of the tacflricel infolirtalion three ways. •Vet tict .................. pt W siffidSonanchors.t om •Crlg$Ifz1p i0r►Strong 1 fit(80f1)999-5099 and request the current -Y aak ss red ikatttoflPP. QC IOation information, psfiftArtthor systt agog cif flLw IfrY;duGt1A(t..... n arld much more. E Mari *_Fqr[ftlltSfr.:.P t•Anchoz S'iWift.Taii;la�Ical ManuwBlnd caU Simpson Che.S�tfp......Adcl�ockltln tar i tsto your questions or atldfspiiidtfi jnfui ftlf Tli»aFSalas Rejirtatiria or Field Fne4tte!! r': ......C�ues4flaraa section for the tNorma°bfre....W' ItsIted jif r Tlti k�..NO fa le hat?S �iitalcg ji ttause illaftyl ar lgolititg for . "........................ .............................. ..................................... Wesdound Engineering,Inc. D 2 in ri r �a�d, s n n - I (360)87 0 February 6, 2004 FEB 92004 Project No. 957 Deberra Coker HEALTH SERVICES Mason County Building Department P.O. Box 186 Shelton, WA 98584 VIA FAX: 360-427-7798 RE: Residence at 330 Makela Road, Belfair, WA BLD 2003-01673 Dear Ms Coker. Last summer I inspected this residence with Bob Saenz and Kelly Rohr. I discussed with the owners the need to control drainage from the east side of the building, . repair and replace the ends of several water damaged logs, the repair or removal of the chimney, and the foundation at the northeast corner. Other than the chimney, these items are typical repairs for a 30-year old plus structure. I determined that the foundation required significant repair and construction to make it safe for occupation. The concerned was the excavation underneath the house to create a partial basement . We therefore prepared the foundation design, dated October 24 , 2003. In response to your letter dated December 16, 2003, I made a second inspection of the house with Kelly Rohr and re-reviewed the letter prepared by RL Morrison Engineering Co. I disagree with Mr. Morrison' s conclusion that the earthquake damage has made this residence unsafe to occupy. I cannot prove with a structural analysis that the residence meets all current building codes for lateral stability, but I offer the following observations . 1 . There is no serious drywall cracking or window frame damage resulting from severe lateral stressing of the residence. 2 . The structure has stood the test of time for over 30 years . , 3 . There is some cross nailing of spikes visible in the logs that tie the structure together. 4 . The geometry of the residence is a simple rectangle that does not create any unusual stress patterns . 1 I recommend that electrical power be turned on again for a convenience to the builder during the remaining repair work. Prior to occupancy the following inspections by a license engineer are recommended. 1 . Inspect the northeast corner of the residence after the foundation is over excavated to verify repair and replacement work for the foundation in this area . 2 . Inspect foundation work per October 24 , 2003 design. 3 . Verify that all wood framing in the basement has adequate protection from contact with soil . 4 . Inspect the living room window replacement for rigid framing and hold down anchors to the basement and to the second floor framing. With the completion of this work, the house will be safe to inhabit . Please contact me at (360) 876-3770 for any questions. Sincerely, wAAsy�o �2 Craig T. Baldwin, P. E. Copy: Kelly Rhor 11050 EXPIRES 4/4/OS WESTSOUND ENGINEERING, Inc. O,�D 217 SW WILKINS DRIVE a� PORT ORCHARD,WA 98366 Phone: (360) 876-3770/Fax: (360)876-0439 WestSound Engineering, Inc. STRUCTURAL DESIGN REPORT Single Family Home AT 330 Makala Road, Belfair Washington` FOR: Q Bob Saenz and Kelly Rohr 11035 Kitsap Mall Blvd. a�1 4 Silverdale,WA 98383 ♦G T. Bqt� IXPIRES 4/4/05- Project No: 957 October 24, 2003 SUMMARY: The purpose of this design is to provide additional load bearing capacity for the foundation of this two story single family residence. Portions of the crawl space/daylight basement were excavated in areas that compromised the soil bearing capacity. Additional soil erosion created additional concerns for long term stability. Detail"A", is the foundation wall that will be placed alonged the front of the house to provide additional load bearing capacity. The floor joist will bear directly on this wall. Detail `B", will be placed interior to the basement to prevent further sloughing of the soil that supports the existing foundations. Backfill behind this wall may be necessary to provide soil stability. All foundations, existing and proposed, shall bear on existing undisturb soil or fill compacted to at least 95% maximum dry density in accordance with ASTM D-1557. A 12-inch bench shall extend horizontally from the edge of the footing and slope no steeper than 1:1, horizontal to verticle. Construction shall conform to the 1997 edition of the Uniform Building Code. Foundation design is based on an allowable soil bearing pressure of 2,000 PSF. If poor or questionable soils conditions are encountered, notify the engineer for inspection prio construction of footings. , Mortar and Grout shall conform to UBC Sections 2102 and 2103. Reinforcing steel shall conform to ASTM A-615-68, Grade 40. k�Pi a,v 2 £ •bd IR -'/'iw D Q �i ►i bU �isan'p"$ 14 1, m �� �i w S „Afi a bl�► i votf 'lktGrv�i�c,H �� ��b��iij o��, 33o rvk�.rca1��. _ 3e r, w�} II i o Aza/off jo*�z •� I , I II I I�I II j II i I i II 1 IY � � FIQtP�Al�� I � li �- I I � I � i Il II - � I W I I I I I of I •i I I I I lJ � 'i- tit - 44 J Title: ENERCALC Example Problems Job#67-BO M Dsgnr: MDB Date: 95- 7 Description: Collection of example problems Scope: All programs in the Structural Engineering Library Rev: 506001 Masonry Wall Design Page 1 Description Typical wall section General information Wall Height 8.00 ft Seismic Factor 0.3300 F'm 1,500.0 psi Parapet Height 0.50 ft Calc of Em =fm• 750.00 Fs 24,000.0 psi Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Lightweight Block Rebar Spacing 32 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.900 in Loads Uniform Load Concentric Axial Load Wind Load 15.000 psf Dead Load 310.000#/ft Dead Load 0.000#/ft Live Load 1,280.000#/ft Live Load 0.000#/ft Load Eccentricity 3.000 in Roof Load Floor Load Design Values E 1,125,000 psi Rebar Area 0.116 in2 np 0.06554 j 0.89920 n : Es/Em 25.778 Radius of Gyration 2.487 in k 0.30240 2/kj 7.35512 Wall Weight 52.000 psf Moment of Inertia 363.660 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)"Spinsp= 173.24 psi Allow Masonry Bending Stress =0.33 fm"Spinsp= 247.50 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses �gg Maximum: Moment Load Steel Masonry �n ession` fb/F or_fa/Fa Top of Wall in-# Ibs psi s' ! psi fs/Fs DL+ L.L. 4,770.0 1,590.0 11,976.9 °XN;2."5 s 27.04 �. 0.9699 DL+ LL+Wind 4,792.5 1,590.0 12,033.4 2A gTd4w 0.9737 DL+ LL+ Seismic 4,795.7 1,590.0 12,041.5 27.04 0.97A' Between Base&Top of Wall DL+LL 2,385.0 1,772.0 5,988.4 100.7 30.14 ,,.� `'` 0.5808 DL+LL+Wind 4,792.0 1,772.0 12,032.1 202. �, ob.4 0.9915 DL+ LL+Seismic 4,873.4 1,772.0 12,236.6 20` 30.14 1.0054 Summary I Wall Design OK 8.00ft high wall with -0.50ft parapet, Lt Wt Block w/8.00in wall w/#5 bars at 32.00ino.c. at center Governing Load Combination is.... Dead + Live @ Top of Wall Masonry Bending Stress 201.41 psi Steel Bending Stress 11,976.90 psi Masonry Axial Stress 27.04 psi Combined Stress Ratio 0.9699 < 1.0000 (allowable) (c)1983-98 ENERCALC examples.ecw:Masonry Calcs KW-0603295,Ver 5.0.6,15-Jul-1998,Win32 PZ)' 's Title: ENERCALC Example Problems Job#.Si�6801 Dsgnr: MDB Date: Description: Collection of example problems Scope: All programs in the Structural Engineering Library Rev: 506001 Masonry Wall Design Page 2 Description Typical wall section Final Load & Moments Wall Weight moment @ Mid Ht 182.00 Ibs Wind Moment @ Mid Ht 1,428.77 in-# Seismic Moment @ Mid Ht 1,634.52 in-# Dead Load Moment @ Top of Wall 930.00 in-# Dead Load Moment @ Mid Ht 465.00 in-# Total Dead Load 310.00 Ibs Total Live Load 1,280.00 Ibs Live Load Moment @ Top of Wall 3,840.00 in-# Livel-oad Moment @ Mid Ht 1,920.00 in-# Maximum Allow Moment for Applied Axial Load = 5,861.60 in-# Maximum Allow Axial Load for Applied Moment= 10,186.80 Ibs (c)1983-98 ENERCALC examples.ecw:Masonry Calcs KW-0603295,Ver 5.0.6,15-Jul-1998,Win32 l�y