915 93RD ST SW A PLACE LIKE HOME 2 2017-01-13

OSB or PLYWOOD SHEAR WALL SCHEDULE FOR SEISMIC DESIGN CATEGORY "D" AND "E" CAST IN PLACt HOLD-DOWN SCHEDULE FOR CONCRETE FOUNDATION STRUCTURALNOTES U MARK ALLOW. TENSIGId LOAD # FOR SPF or HF ANCHOR MODEL MIN. GENERAL: J SILL PLATE INTERIOR ON THE FOR MONO POUR DIAM. EMBEDMENT VcRTICAL WOOD SILL ANCHOR UNLESS WALLS TOP ALLOWABLE P�N NPE ALL MEfHODS, MATERIALS AND WORKMANSHIP ARE TO CONFORM J SHEATHING BOTTOM PLATE MIDWALL ENDWALL & CORNER MIDWALL/CORNER IN. IN. MEMBER MIN. MARK SHEATHING PLATE OTHER CONNECTION TO THE INTERNATIONAL BUIL�ING CODE 2012 EDITION, AS fn EDGE NAILING NAILING SHEAR AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. SIZE SPECIFIED ON U.N.O. ON - STHD10 3400 � 8" K�all 2175 � B" woll (20)-16d SINKER 10 2-2x �/ W� n THE PLAN THE PLAN STHD14 THE CON7RACTOR IS RESPONSIBLE FOR THE FOLLOWING: W� N M 7/16" APA RATED 16d � 6" o.c. to � 3815 O 8" wall 3500 � 8" wall (24)-16d SINKER 14 2-2x Z d' cp M Pi-6 SHEATHING ONE gd � 6'� o.c. 2X SINGLE block�n or MASA�MASAP 5 a. PROVIDING TEMPORARY SHORING AND BRACING UNTiL ALL � �� Q1 � g A35 � 24" o.c. 240p1f HDU2-SDSZ.S 2215 �HF� 2215 �HF� SSTB16 SB xZ4 S S� �Z-B ��8 2-Zx STRUCTURAL ELEMENTS HAVE BEEN INSTALLED AND � (� Q m in SIDE �ioist interior wolls � 4� - 0" o.c. � � � > CONNECTION COMPLETE�. > W � 7/16" APA RATED 16tl � 4" o.c. to � HDU4-SDS2.5 3285 HFj 3285 HF 5 w �� MASA MASAP � � � SSTB24 � SBgx24 5�8�� 20-g�� 1 S�� 2-2x b. FlELD VERIFICATION AND COORDINATION OF ALL DIAIENSIONS � Q AND ELEVATIONS BEFORE PROCEEDING WITH THE WORY.. P1-4 SHEATHING ONE 8d � 4" o.c. 2X SWGLE blockin or � A35 � 18" o.c. 349 If W � 9 @ 3' - �" o.c. p HDUS-SDS2.5 4065 (HF� 4065 (HF) S8�x24 / SBg�x24 5/8" 1fi" 2-2x _. BRiNciNc To iHE n7iENiioN oF iHE 9uiLoiNc oEsicNEe W Z� N SIDE �p�iSl inte�iOf W0115 ANY CONFLICTS IN DIMENSIONS, MATERIALS OR NOTES 7 Z O N� p SHOWN ON THE PLANS. L �� 7�16�� A. A RATED 16d � 3�� o.c. staggered MASA/MASAP NOTES: Minimum Concrete Strenath 2500psi U.N.O. d. INSTALLATION DF PROPRIETARY PRODUCTS IN ACCORDANCE WITH /n O � P7-3 SHEATHING ONE 8d � 3" o.c. 2X to DBL blocking or joist A35 @ 12" o.c 450p1f uqNUFaCTURERS SPECiFlCnnoNs nND RECOMUENDnnONs. v � LL1 = � 2� - 0" o.c. Extend fountlaCion down os required to recefve hold-down A.B, embedmenL � SIDE interror walls) �� d L� Threaded rod and coupler -�s required. i 7/16" APA RATED 16d � 2" o.c. staggered I�SPECTIONS: SHEATHING ON". to DBL blocking or joist MASA MASAP A35 � 10" o.c. 589 H For Two pour foundatian see "SIMPSON" Catolog SSTBL ModeL a � � 1 P1-2 8d � 2" o.c. 2X p . SPECIAL INSPECTIONS REOUIRED FOR WIND AND SEISMIC ��J SIDE interior walls �� - 6" o.c. For sill plote more then 1-1/2" use anchor bolts SSTBL Model. RESISTANCE SUCH AS ANCHORS & STRAPS EMBEDDED IN TO � For epoxy-tie hold-down onchor opplication see typical detail below. CONCRETE J NOTES: For addition informotion see "Simpson Strong-Tie Connectors catoloq�� b. IF INSPECTION DF EPOxY GROUTED nNCHORS IS REOUIREC Bv THE � � T-i ht oll nuts on bolted connections at the lotest BUILDING OFFICIALS, IT CAN BE PROVIDED BY naR 7ESTING g pracliwble time � � 7. All fasteners shall be common wire or golvanized box ond meet the follow'ing cnteric: L4BORATORY INC. Ph: (425)-88t-5812 or ANO7HER CER7IFIE� Bd common = 0.131"0 x[-ij2" min. betore covering them wlth further construction. AGENCY. 10d common = 0.148"b x 3"' min. 8d box gaivan�zed = 0.113m x 2-i/2"min. SHEAR WALL FRAMING 10d box golvanized = 0.1280 x 3'� min. SEE SHEAR WALL SCHEDULE 2. Schedule is basetl on IBC 2012 far wood framed walls with 2x4(minimum) SPF�2 or BTR. PLYWOOD DIAPHRAGM �:'Pt N��' �'�' ` 3. Sheathing is to be span rated 24/0 minimum ❑nd may 6e plywood or OSB installed on �.�G '•,3y � Siuds are Spased 16�� o.C. max. ROOF SHEATHING OF 512E SHOWN ON THE ARCHITECTURAL PLANS IS TO BE APA W, ` O�, � " 4. Space nails ot 12" o.c. along intermediote from'ing mem6ers. RATED 15/32" PLVWOOD or 7/16" O.S.B. SFnN RnTED 2</76 MINIMUM �: n�",� = 5. Sheofhing is to be direCfly opplied lo S[uds ond oll edges blOCked. DIRECTLY NAILE� TO SUPPORTING TRUSSES OR RAF7ER5 with LONG DIMENSION I>�� m N PERPENDICULAR TO SUPPORTS with Sd COMMON � 6" a c. AT ALL EDGES AND I�d' 6. for shear walls: P1-3 & Pi-2 0ll froming memebers receiving 12" o.c. AT ALL INTERMEDIATE SUPPORTS. �,y,.� F`� edge nailing from abutting panels sholl not be less than 3-inch nominol member or dbi studs fostened together per �.! 1 ,epo bottom plate nalling af schedule above. Plywood joint nalling sholl be staggered. FLOOR SHEATHING (SUB-FLOORING) OF SIZE SHOwN ON THE ARCHI7ECTURAL .. w 7. For 'instollotion on standard forms use MASA version onchors, for ponelized forms use MASAP version. � PLANS IS TO BE 3/4" PLYWOOD or 27/32" O.S.B. APA RATED STURD-i-FLOOR 4 1/2" HOLD-DOWN ' UNDERLYMENT GRA�E with LONG DIMENSION PERPENDICULAR TO SUPPORTS w-it�. O.K. to use 5/8"0 onchor bolts w/3"x3"x1/4" thlck plate washers ot same spacing os for MASA/MASAP onchors. � x �,K ��" � PER PLAN Btl COMMON � 6" o.c. FlT ALL ECES AND 12" o.c. nT ALL INTERMEDiA7E 8. Provide full width blocking below post at ends of shear wolls. � __ 9. Ins[all anchors within 12" ond no doser than 4" of each plote break ond holdown anchor. � � __ � SUPPORTS. J Q 10. Edge noilinq at ends of shear wolls is to post with tie-down attached to it, n � n� � �-� CONCRETE _= Q�y z � even if sheathing exfends pa5l ihe Posi. SLOifED BP55/8-3 FOR SLOifED BPSS/8-6 FOP STAN�nRD CUT 1.3/4"0 FOUNDATION WO�� FRAM�NG Ll Q -� 5/e'e nNCHoe Bo�Ts 5/a'm auCnOR eC�� x>>/�6'mx9/6a' wasHEa. ,� � 2x WMBER TO BE HF//2 or BETTER E%CEP1 WALL STUDS MAY BE HF S7UD � � Q TO BE USED BETwEEN GRADE & SILL PLATE HF�3 WHERE NOT SPECIFlED ON THE PLANS: � �- NUT� AN� SLOTfED ��` p Q. �� ' U W W ,`� BEnRu+c PtArEs jj � ma �1�� o COWMN IN WALLS ARE TO BE (2)-2x STUDS OF THE SAME WIDTH AS � �--- � �'�� '�� w �I� THE WAL� ond NAILED WITH 16d � 24" o.c. (UNLESS NCTES OTHERWISE) � O � I � b. FLOOR FRAMING PARALLEL TO IMERIOR PARTRIONS IS TO HAVE TWO � Z I FLOOR J015T5 DIRECTLV BENEATH EACH PARTITION IF PARTITION EXCEEDS ONE BP5/8-J FOR 5/8'm RETROFIT ANCHOR ; 3�4" HALF THE SPAN LENGTH OF THE JOIST. � STEEL STRAP SCHEDULE 2" MAk. ANCMOR BOLTS Z 3�q^ lAAX PER TABLE MIN. � c. FLOOR JOISTS ARE TO BE BLOCKED AT ALL BEARINGS. �� 4 5/16" FOR HDU2; HDU4; HDUS MIN. d. WALL TOP P�,4TE5 ARE TO HAVE STAGGERED SPLICES A AIINIMUM Of 1/ 2" M A Y, G AP ' 1 2" MAX. GAP 4'-0" APART AN� NAILED TOGETHER IN THE SPLICE ZONE WfTH MINIMUM OF NPE ALLOW. TENSION FASTENERS � eass/e-6 � � a.3/e" FOR HDue LOAD # for SPF EACH END NOTES B:ARING PuiE ELEVATION SECTIOM1 (8)-16C COMNON NAILS. .�'- �.�� STANDARD e. WOOD IN CONTACT WITH TNE WEATHER, SOIL, CONCRETc or MASONRY IS or BTR sPs/e-a o� eass/s-a C516 1705 �3_gd B�nRiN� Pu,T� cu• wasHER i0 BE PrtESERvniivE 7REqTEo. TS22 1Z1S 9-16d � ^ SIMPSON REOUIREC E7CXY-'IE MINIMUM EM6EDME� S� z= c.T. siu au�= nor+Esive FOR Fu�� nNCHOR I METAL CONNECTOR FOR WOOD: 0 Hz.s 365 10-8d tOt01 FINISH GRADE HOLD-DOWN 'H�' CAPACITY LOAD rn N � FlNisN Gan � � THE MODEL NUMBERS OF M_TAL CONNECTORS WHERE SPECIFIED ON THE V� H1 400 10-8d total / HDU2 �� PLANS ARE THOSE AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, F�' � Q REINFORC[NEMJ HDU4 SE7-XP RFB Sz16 3670�f ASD � H10 850 i6-8d total PER P�"N Hous � (a»ay �RFo) �N`� (� W �i A35 600 12-8d x 1.1 2' s/s"o qNCNort Bo�T . BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH � aEa atnN, t2' uqxJ 7/8"m 15� HEAD OR NUTS. BOLT HOLES ARE TO BE i/ie" GRE,4TER IN OIAME7ER � w Q O LSSO E30 �-lOd fOL01 FROM ENDS k �" HDUS SET-kP 5665(�' ASD � � Min. EMBEDMENT 7HRU-BOL' (7g31p LRFD) THAN BOLT DIAMETER. � � Z NAILS ARE TO BE COMMON WIRE NAILS AND OF OUANTIT:', SIZE. LENGTH A3a 445 g-gd x 1.1/2�� OPTION 2 EzrEeioa WNCrtErE . OPTION 3 AND TYPE AS SPECIRED BY SIMPSON. W '/� � STEM WALL PER PWJ H�U71 CAST IN PLACE � vJ � N FOR WALLS SHFJ.THED ON BOTH SIDES ANCH�R BOLTS TO BE STAGGEREO HDU14 APPLICATION ONLY J �� O W �- � � � - � SILL P�ATE ANCHORAGt � � w Q ror additlon information see "Simpson st�o�o-Tie Co��ecto�5 �ataio9" EPDXY-TIE HOLD-DOWN ANCHOR RE I KOFiT � � W � orsicN cRiTe�in ROOF DEAD LOAD 15 psf ' SNOw LOAD 25 ps! nj O N �fY1j�OrtOr't Q,CQ FC1St2Y12r REqUli2fY12fl�S ROOF TRU55 BOTTOM CHORD LNE LOAD 10psf �.� LL EXISTING O58/PLYWOOG (ROOF TRU55 BOTTOM CHORD LIVE LOAO DOES NO' ACT ROOF SHEATHING CONCURENTLY WITH THE ROOF LNE LOAD) All treated lumber is treated with ACQ (alkaline, copper, Ex. R^FTER F�ooR oEno �ono io pst Z ~ ~ quat�. ExISTING OSB. (PLYwOOD) EX. RAF7ER Ex15TING OSB, (PLYWOOD) � � FLOOR LIVE LOAD 40 psf � Q Z ACQ is a corrosive material and therefore the type and RooF snEa.?nin�c RooF sr,EnrHmc tx. RAFTER �� iMaoRTnNCE FncTOR i.o (, W n quali!y of connectors, fasteners, washers and other metei wiNo ve�ocm (3-seco�a q�sc) iio mpn (n O � that come into contact with the treated lumber is ver wwo EXPOSURE "B" w Y \ INTERNAL PRc55URE FACTOR 0.18 Q J U important. to prevent electrolysis. always match metal �\ Kzt FncTOR i.0o components with fasteners thot are compatible. 2x6 PIATE � 12"o.c. FOR SEISMIC DESIGN USE� EOUIVALENT LATERAL FORCE PROCEDURE REVISIONS: All ConnECt0�5 thdt Come in{O COntOCt With t�eafed H'/(2)-16d EACH SEISMIC FORCE RESISTING SYSTEM IS BE4RING LICHT FRAMED WALLS END TO EX. RAFTER 2x4 TOP PIATE WOOD STRUCTUftAL PANELS matenals are to be Simpson Strong-Tie G185 Z-Max, , , w/(2)-iea ro EncH occupnNcv cnrecoRv ii n HDG �hOY diP ()QIVOf1iZ2d� Of SST,3OO �St01nIE55 SfEEI� 0� Zx VENTED BLKG. e Zz VENTED BLKG. , 2x6 PLAiE SEISMIC FORCE-RESISTING SYSTEM BFARING WALL SYSTEN EqUiv0lBllt. � � ' � CRIPPLE WALL t6d � 6"o.c. TO 2x SITE CLASS "p" - W/SHE4THING PER P7-6 BLOCKING DESIGN SPECTRA� RESPONSE ACCEL Sds 0.829 DATE' 08/22/14 \\ DESIGN SPECTRAL RESPONSE ACCEL Sd1 0.455 Hot dlpped galvanfzed fasteners are to be used w�th G185 ex. cEwNc \ �Ex. cEiuNc � iuPORTnNCE FncTOR Fort SeisMic �ESicN +..o Z-ivlaX �nd H�(�i COf1IlEC20fS Ofld SYOinIeSS steel fOSiEn2fS JOIST \ �OIST RESPONSE MODIFICATION FACTOR 6.5 SCALE: AS SHOWN Ore to be USed wifh $ST300 Stainless 5feel Conn?Ctors. Do L � SEISMIC DESIGN CA7EGORY "D" not use stainiess steel fasteners with G185 Z-Max or SEiSMiC RESPONSE COEFFiCiENT o.tDe DRAWN: ML HDG connectors. EocE Nni�wc aER \_Eoc� NnwNc aER iod roE-Nni�s z= e�ocKiNc � SHEnR WALL SCHEDULE � SHEAR WALL SCHEDULE � 6"o.c 2a"a.a BETWEEN FOUNDATION DESIGN CRITERIA JOB� LB13-34 LAT EXISTING WALL EX. CEILING JOISTS All anchor bolts, washers and nuls are to be hot dipped SHEATHING AND SIDING EDGE NAwNG PER � Aliowo6le soil bearing capacity 1500ps' SHEAR WALL SCHEDULE A35 � 24"o.c.. galvanized. r�_ NEW ShiEtiRwa�� BLOCKiNG r0 Equivalent Fluid Pressure 35psf/ft SHEAR WALL SHEATHING SHEAR WALL TOP PLATE Laterol SI'id�ing CoefficienY C.25 � � SHEAR WALL PER PLAN Loterol Passrve Pressure 150psf/ft Hot dipped galvanized or stainless steel nails must be aER awN pER PtnN Frost deptn tg" used when fostening the sheothing, studs and joists into Concrete Compressive Strength (USD Desfgn) 2500ps1 the treated mUd Sill. MeChaniCcllly galvoniZed or The minlmum cement content per cubic yord elgCtropl0t2d gun nail5 are nOt appropriole in {his of concrete is 5.z socks, speclol inspeclion i SituatiOn. ^ ��-rCn �n^InIC�TIo^I � n^rTr� �Onlnl�vTl(I^� Cp qI I T Qpr T not re �red , 5 A I� LI`� IVIVL I IV Rhir I IVIV L.I' qul � 7� � �HLY1RWhiLL I � I��`if I ERS CONN. Concrete Compressive Strength (Weathenny) 3000cs1 J Use hot dipoed galvanized or stainless steel fasteners RF_�i .J RF_�� I -i- Concre[e remfore��ng bars 6o000ps when fastening decking to treated materiaL � \ Anchor boits n307 or BiR