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HomeMy WebLinkAbout316 N Race St - Technical TECHNICAL Permit# ►2' Address TZacC Si Project description Sarlvoom Date the permit was finaled eis)iveel Number of technical pages Zb N l f IL 3 /6 mil, 1e e CITY OF PORT ANGELES Constreicllon flans I The Issuance of this permit based upon these plans, specifi cations and other data shall not prevent the building official Z' from thereafter requiring the correction of errors in said plans, specifications and other data, or from preventing building o pe rations being carried on thereunder when in violation of ai'crrils,ond ordinances of this juris 1 Approval Date •g!i 1 By fi Zit- f l i f1 1 1 i REC ...,VE DEC 16 2010 CITY OF PORT ANGELES BUILDING DIVISION_ Qyr 1 I 1 0 \3iZ So i MOM /.e/®/ Prs 7 5, 1 -7 z' o C 4 c c O F 1rIASil p 1 4 4 y NA 1, /0 04. 0 7, 4 r iv. a f 7 d-ee.,, 7„/•• (.e-pi A. tir'Al 7#7 z .fr? /a0 Iti/J4 3$ ces:r" c l- e rPi .e .4/ t 25 4.4;2 l ed .1: 7 ce 7 1 1 11 oe icpre-e *Apok frrp 1 1e 6? OA 5.7 ik9 2, 1 3 Ai 7 0 3 ifyki 7,/y 4 7-7,7 V/75 fre95 11 5 ly xt-t 7f Pte 4esir. 5, 7,e IR 1--45 X Y62 z L le4 a. 1 1 ,6,2dr -el e 0- (7 e et- 4 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3 e i WoodWorks® Shearwalls 8.11 10052Lat2 Dec. 7, 2010 17:13:23 Project Information COMPANY AND PROJECT INFORMATION Company Project Gene Unger Engineering LLC. Carl Haarstad 1401 W. 7th Street 316 N. Race St. Port Angeles, WA 98363 Port Angeles, WA 98362 360 452 -2098 kSun room addition DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7 -05 All heights ASCE 7 -05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C &C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T =100F >l9% >19% 4.00 0.00 Maximum Height -to -width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 2.0 1.5 Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold -down Forces: Based on applied shearline force Seismic Materials: Ignore non -wood contribution Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II All others Category II All others Wind Seismic ASCE 7 -05 General analytic method for all bldgs ASCE 7 -05 Equivalent lateral force procedure Design Wind Speed 100mph Structure Type Regular Exposure Exposure C Design Category D Enclosure Enclosed Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.500g Ss:1.250g Fundamental Period E -W N -S Site Location: T Used 0.166s 0.166s Approximate Ta 0.166s 0.166s Maximum T 0.199s 0.199s Response Factor R 2.50 2.50 Fa: 1. 00 Fv: 1.50 1 '4 WoodWorks® Shearwalls 10052Lat2 Dec. 7, 2010 17:13:23 14q Structural Data STORY INFORMATION Story Floor /Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 17.33 0.0 Level2 9.33 10.0 8.00 Level1 0.50 0.0 8.00 Foundation 0.50 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] sun room 1 Story E -W Ridge Location X,Y 2.00 0.00 North Side 90.0 0.00 Extent X,Y 23.00 10.00 South Side 22.6 0.00 Ridge Y Location, Offset 10.00 5.00 East Gable 90.0 0.00 Ridge Elevation, Height 12.66 4.16 West Gable 90.0 0.00 House 2 Story E W Ridge Location X,Y 0.00 10.00 North Side 18.4 2.00 ExtentX,Y= 28.00 24.00 South Side 18.4 2.00 Ridge Y Location, Offset 22.00 0.00 East Gable 90.0 2.00 Ridge Elevation, Height 21.33 3.99 West Gable 90.0 2.00 2 A WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 57 10052 Lat.wsw Wood Works® Shearwalls 8.11 Dec. 7, 2010 16:46:41 Level 1 of 1 70.6 AA/AilliArtirriAl 111#1,1111 11A111,1AAllialAlArti 15 C&C 23.6 /29.2 C., 10' 577 B-1 to CV C-) d LO 06 j 06 CD Al rl 1 i N 0 7 C&C23.6/20.2 0 titt 0' 5 10' 15' 20' 25' 30' Factored shearline force (Ibs) t t t t Unfactored applied shear load (plf) k Factored holddown force (Ibs) (D-0 Unfactored dead load (plf,lbs) C Compression force exists 0-0 Uplift wind load (plf,lbs) MI Vertical element required —II Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: W+ 0.6D. A I hS earvval s WoodWorks® SOFTWARE FOR WOOD.DESIGN n 10052Lat.wsw WoodWorks® Shearwalls 8.11 Dec. 7, 2010 16:46:41 Level 1 of 1 (74 N v511678 ta c'0 la- Ira to- Lo "II olo k co co r-- t• N i 1 xi am- to veil r• r-- No- 11. 'b to- ..4-.- W 146 t6 2 22222222222222222222//2222222222222222 0' 5' 10 15' 20' 25' Factored shearline force (Ibs) t I t t Unfactored applied shear load (pif) Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) C Compression force exists —II Applied point load or discontinuous shearline force (lbs) Vertical element required Loads Shown: Qe; Forces: 0.7E 0.6D; E pQe 0.2 Sds D; p(NS) 1.0; p(EW) 1.0; Sds 0.6 1 6' P Pr el r 7 ii• .4.. 1 s 7 r s •kli `t:')■ k....\--." -4 ..4 ..J •e„ 7, k J\ 0 i\ \I■ 'C :J li i, i ----s.1 1.*--- i i 1 r 1 1 I 1 i N a- 1 qm 1 i ■1 ‘A ..1\ a i .4) i t 1 d 1 1 s,1 i 1 i i ki 11 1 it i 1 i i 1 s 1 I f i r I I I v 1 An•escarnacmecomatoja... 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II t, r 0 A "'l I 4 .A 4- Alp I It, 11 N 1 t r: 1 c.1) J:i 1 3 .4- .4; A I, s i 2. I I I I, I I. V i, i t t, ---I c i 4....0 0 i N....1r I I t•Ts t ••...4) I -..,.."6•., I i I 1. I t 'I t• 1, II t I. ,t I s I; ,I I .1 i NV .t i I', 1 i I• i 1. .1. t• 0 ....e i 1-- v i 1 r,______. 1 --7p•--, 1 I 1 1 h izs4 i >ek., 1 r\,) „--0,'h, 1_,.....:....._____ rn...„ 'zzt' 1 1 c 0 CA 4 1 -7- 1 I I C 1 .1.,:„.......0 ..4 .1. •tr 4 .7 C--",..,10. -,04, Y.-- ..,1 s- A .,„,„,3.4,...4 1 1 c.) [7----- -7--i r"------- I 1 —1-- i 1 1 S MrT. ,t9 Z N 1 g c....., 0 i t J No c) f i 1 I 1 I V 3, ,p r s 9 ORT N W A S H I N G T O N U.S.A. li. 3 COMMUNITY ECONOMIC DEVELOPMENT DEPARTMENT DATE: November 16, 2010 T O Mr. Haarstad 316 N. Race Street Port Angeles Wa. 98362 FR 0 M Jim Lierly: Community Economic Development Department SUBJECT: Plan Review 0 :raced wall panels are not shown on the plans for the seismic and wind zone that are ,in,. effect per 2009IRC. Wind design is 100 MPH category C Seismic design category is D1. Please submit how you intend to meet the design criteria as set forth in the adopted -code. 2 The roof system appears to be glass and the plans do not specify if they are tempered or clarify how egress will be accomplished from existing second story windows, in case of an emergency. Glass roof systems may pose .additional hazards to the occupants attempting to t egress. At a minimum tempered safety glazed glass as per the 2009 IRC will be required. 3 The WSEC shall apply for energy conservation and may need to be considered .openings A into the main portion of the structure shall remain at all times to prevent this from meeting g the energy code requirements. r 4- Foundation system shall meet 2009 IRC and. if CMU's are to be used they shall be solid a' filled with #4.bar located vertically at 48" OC Footing shall be at a.depth of 12" below undisturbed surface with a min of 6" between final grade and framing material. Pick/WS 5 A 6mil black poly vapor barrier shall be required under the slab on grade that was specified on the plans. 0 kf (Verify the type ofpipe.support and connections for the beam shown on the plans. An Engineer will be required to design this project as submitted for lateral and vertical loads. f tr t t a? 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Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. .ir �I' 1,,• SF r 4 5 q c Ny asa xa Y art r tin �`a vz ia�" �.:..vti `f r t •x s. DF'SP 0,, .x*•PHFm :U I lttLda°dh ,N i!i 'op' v 1 r u aFastene�s5,; r M cart U lift Load.' a y t x; P ;;;ii I A;,,,o-° I Allow Loads P. -F All owable lair C ;;;ii "Model r ri,- max ,x a ,,f.4,-t F ,,a, Latel wit A La r a' 17,� 4 x gl i r rii a,. f l �Ga To x s U l ift t a e ;,s a, 8i x1/2 t ail UPltft =a r `t u k 4 Re c v i No To c �io z P s 160 h 3 Nads -dl 27 :3 ly' '4°r F1f, A A M1 L iF 160) k 'T4 '4 y AI44 1 4,9- r .r •;cY s II t Rafters j w 1 flk fig t N ra r r s Plates�'4 �a Studs -c y y.- and. F (r160( z 3 e' crrw` ir. 0...1:* y r8P,,, ri,,, r,�.,, i s s a, f: gF,2 k A ,0,1 s 0§1:1 Fi, x2 s... .r..-__ .a,t ..S I b i Hi 18 6 8dx1Yz 4-8d 585 485 165 455 400 415 140 370 117, L22, F16 H2 18 ?5 1 8 21•' `r uy ,5 ''8 c1 7 135' 1' f y335 't.23* P., x�' ii'z .,ill 230 I. EffrtIl I18 r; ,5.8x1.'/?, 8dx1Y.- '5x'8d1' 5,75 ,H N' p A495 F1230: ''....7:: 55 IP1, F25 1 i C H2.5 18 5 -8d 5 -8d 415 150 150 415 365 130 130 365 117, L22, F16 1 1 1 112.5A 18 5 -8d 5 -8d 600 110 110 480 535 110 110 480 117, F16 I. H257 18 5-8d 5-8d 545 135 145 425 545 135 145 425 IP1,F25 r 'i' FAS.'n X181 r 4 8d't 4 }8d ',,,T.;: S 4 5 �g 25 1 O0R 4,15 a�F•�L '320x 1 05 '•290 1: 0-.4.- H4;'are,. c201 °t 408tl 4;8d ki 360 ,165,'x` 60 k R =360 u'°` 23 140z 235° 11 L22, F16 i H5 4 -8d 4 8d 455 115 200 455 265 100 170 265 82 r I• H6 8 Sd 8 8d 950 117 F16 1 H7 16 1 °4�8`d f 28d'j ,88d�sv 985 .,140 00. rir u84,5 345 .ems 17 i t H8 11 V5 1Otl 5- 10dx1; 74'5 5 1 r 565 '75 W r: 510t F26 1” H10 18 8- 8dx1 8- 8dx1 995 590 285 850 505 235 117, F16 I H10A 18 9- 10dx1 9- 10dx1 /2 1140' 590 285 1015 505 285 117, F25 WI i r H10S 18 8 -8dx1 8 -8dx1 10 8 -8d 1010 660 215 550 870 570 185 475 IP1,F25 e 1 18 610d 610d 760 455 395 655 390 340 117, F16 r s H1 918' i 6 16d 1 rc .o ii' 8 ii 5 7 K g- 7 i' 45 655 y. 170 Q 12- 8dx11/2 13 -8d 1350 515 265 1050 480 245 IP1, F25 H14 18 ©12- 8dx1 15 -8d. 1350 515 265 1050 480 245 1. Loads have been increased 60 %for wind or earthquake loading with 6. Hurricane Ties are shown installed on the outside of the wall for clarity and assume a minimum no further increase allowed; reduce where other loads govern. overhang of 3W installation on•the inside of the wall is acceptable (see General Instructions for 2. Allowable loads are for one anchor. A minimum rafter thickness of the Installer notes u on page 14). For uplift Continuous Load Path, connections in the same area o j 2W must be used when framing anchors are installed on each side (Le. truss to plate connector and plate to stud connector) must be on same side of the wall. 1• of the joist and on the same side of the plate (exception: connectors 7. Southern Pine allowable uplift Toads for I-110A =1340 lbs. and for H14 1465 lbs. installed such that nails on opposite sides don't interfere). 8. Refer to technical bulletin T- HTIEBEARING for H1, H10, H1OS, H10 -2, H11Z, H14 allowable 3. Allowable DF /SP uplift load for stud to bottom plate installation bearing enhancement loads (see page 191 for details). see detail 15) i s 400 lbs. (H2.5); values these values 390 lbs. (H2.5A); 360 lbs. (H4) and 9 H1OS can have the stud offset a maximum of 1' from rafter (center to center) for a 310 lbs. (H8). For SPF /HF values multiply thlues by 0.86. reduced uplift of 890 lbs. DF /SP ,and 765 lbs. (SPF). 14 4 A llowable loads in the Fi direction are not intended to replace diaphragm boundary members or prevent cross grain bending of 10. H1OS nails to plates are optional for uplift but required for lateral Toads. I: th truss or rafter members. 11. NAILS: 16dx2 1 0.162" dia. x 2 long, 10d 0.148' dia. x 3' long, 5. When cross -grain bending or cross -grain tension cannot be avoided l Odx1 0.148' dia. x 1W long, 8d 0.131" dia. x 2 long, 8dx1 0.131' dia.x 1 long. om: i'. ll l' in the members, mechanical reinforcement to resist such forces may See page 16 -17 for other nail sizes and information. T dl be considered. i f t vt� ,0 .„.4 -44P-. Y''', -°1 v 7: fr Rf4. ilit,r4 .y �V qu z^*s S r q t u d IL i^.• i i .4 10 -i,,,,,, A "9" i H2A Installation H2.5 Installation H2.5A Installation H2.5T Installation H1 I nstallati on (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) i H2 similar) a A o r. .;:to v t, ..1' ,-,2 �i x U seam i n im u m I E of two ad nails 4 r F a f f I'l P A, A this side of truss y ka 3 a V H4 I a= (total (our 8d wir 3 0 Installation s,.<. truss)nto r i H3 Installation (H2.5 similar) 1 (Nails into upper top plate) (see footnote 3) s F t to Top Plate 0 H2.5T Installation !i !J- o g e Ft d 3 Two 8d nails I p n s P s L,a; i p Eight 8d 1' Ili �`0+0. II U Y na i nto o ,1 ..3 M .fit studs 4. hi, `1 11" V vii, a Y H6 Stud I I a. 1t j H6 Stud to Band 0 H7Z Installation r O H4 Installation H5 Installation R4 Installation Joist Installation p I. 156 (Nails into upper top plate) (Nails into both top plates) -q 4 a.. rig :tee. N:;-u �z"- s"`€' 71 a:; :..:t.,# N r 41y i :;:i aHoldow s &tTensronTi s r SIMPSON i w' su d 4t1 �a N t 1r g 3 .0 s d :x at '"t w Y t v.x. r t x wy Sri ��r z ,t z v z� r ae; J� i 1" P AH D HPAHD Str a vo StrongTie l, k TWO POUR INSTALLATIONS I fi t Spatting may occur if the P anchor is bent horizontally f(( 90° before installation, S a p style le jft I and then bent up vertically Horizonta !t to attach to the stud. r prot ection ti 1 Load reduction may apply ofembedded f2o t 0. po 111 .F.,: b p I ..:1 J.4,.., 1 4 6� hold wn s v la S y s x, 4 l f `r 4' Slab 3 f f v ry i r j L k. 1 max. i i i i ll lei 6 4 s 0 L o cate one y t� orner4 ,1:,-. z i 84 rebar within !a ��-y,� all rFrq lance �e 4r hat area i u 4 ;.4: t d a 'r gt St Er o s 4 a r a (may be lilt 1 s 4-- p p er0 41 M 114.4) 4 Concrete s r foundation I f d foundation z 5€ rebar 'w.€ if by others r k. e INSTALLATION 4 INSTALLATION 5 Two Pour Rebar Installation littas Typical HPAHD22 -2P Two Pour Edge Typical HPAHD *Maintain minimum rebar cover, per !i ill Installation. Unless noted, install other Two Pour Corner Installation ACI -318 concrete code requirements. `l s mod with bend embedment line at '1i;4 {l=` cold joint between slab and foundation. Ilk! S PALL REDUCTION SYSTEM SM1 FO PAHD AND H PAHD i u s P �k I 1 l 0 FEATURES 6796,099 i f rlo 1 l t Secures holdown to wood I a k� i form-board. 1 t P I Allows for proper side cover. x I Ri p 11414364,-,14.0 I 1 strap during the concrete pour. bf s 18s Uses one 16d duplex nail. so a+ ig .x X. a »y r BENEFITS Rebar S Greatly reduces s ellin and I -4 Length 7,' 4!n t Nail to S� y p g Reba m ji: Iii form egg costly retrofits. 4 ti x ill' 1' 0- board Helps prevent strap movement parallel w i; a I and perpendicular to plate. I Decreases possibility of misinstallation SPALLING i lr r 't" 1 of strap to wood member. Keyhole Feature Spalling may occur if the anchor Will i i :4 l 8 f t Typical PAHD42 Simple to use: Common jobsite nail. U.S. Patent is bent horizontally 90° before r ii LL t7 before the No additional expense. 6,658,806 installation, and then bent up t A' j Concrete Pour j When using keyhole feature, care should be taken when removing vertically to attach to the stud. 5y2" form boards. If concrete is not set, the duplex nail will move the strap Load reduction may apply. :ill placement. lit tt `F 3r h f 1 t R t 1 n uY.,. .:f .i 2 16' 1 N PA S na p Tie Haldowns ,x4 0 r i a r r Pilot holes for Ill t manufacturing purposes and R I Wood -to- concrete connectors that satisfy should not be if engineering and code requirements. Bend Double j used to attach a dditio nal to framing MATERIAL: 12 gauge 2x10 I !1:4. m Rim Joist FINISH: Galvanized or ZMAX® coating f top or strap over members unless approved by the q tr INSTALLATION: Use all specified fasteners. cutoff E ng i neer of Record d r a or specified in Y See General Notes. i l Simpson Strong Refer to technical bulletin T- PAUPLIFT (see literature page 191 for details) for additional information, r t,414-Ili P l i t CODES: See page 12 for Code Reference Key Chart. l J Z1� Typ ik AI These products are available with additional corrosion protection. x a ist 1!1.f.:4 Additional products on this page may also be available with this =i1 r option check with Simpson Strong Tie for details 5 i i r y r� s� ds z Minimum Side Cover 4 "v xi 'a,, k R h t s IN i F�� n Min Allow U Ilft Lo h f ode r Code N T i ca l PA connecting ?`4 f 'C0 +M wIIf ar r� Z" E eothl i Na' (60 '4 S to Foundation R g i .4 t fi PA51 51 4 916d 2030 (use P or HPAHD22 r I c IL6 for edge applications) t PA68 70 4 9 -16d 2030 ical PA51 Installation I i ?f T 1. Loads have been increased 60% for wind or earthquake loading t� with no further increase allowed; reduce where other loads govern. (PA68 similar) 4 L1y 2.16d sinkers (9 ga x 3 or 10d commons may be substituted for the ,,I 2 !j specified 16d commons at 0.84 of the table loads. 4. Testing to new ICC -ES acceptance criteria to. be I 3. Optional fastener holes provided. Calculate loads according to the code to a completed in 2009. Reference 'www.strongtie.com PA51 i i maximum of 3685 lbs. Minimum embedment is 4 5" to the nearest edge. for latest Inads and infnrmatinn (PA68 similar) 45 f i.Futz.