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BLD29218 Paint Booth - BLD Permit / Conditions - 10/4/1991
Shorelines: Plumbing: Setback: Mechanical: Special Interior: Conditions: FINAL: Mobile Home: Smoke Detector: Remarks: Footing: Setback: Foundation Walls: Framing: Fireplace: Wood Stove: TYPE R)ANT BOOTH Permit No. 29218 No. Floors 1 Sq Ftg unk Owner RMC, .TnNN Tel 275-0196 Date 10-4-91 Address unk Zip Contractor Three OBs Construction Address 482-4332 Zip Legal Description 29-23-1 Tr 4 SS 1852 Direction to project site Across from Belfair Cafe Plumbing Mechanical Sewer Wood Stove Fireplace Deck Garage Carport Basement Loft Other MUST MEET UFC 45.203 BUILDING PERMIT APPLICATION MASON COUNTY DEPARTMENT of GENERAL SERVICES 426 W.CEDAR/P.O. BOX 186 SHELTON,WASHINGTON 98584 427-9670 DATE ISSUED PERMIT NO. � MAIL ADDRESS CITY&STATE ZIP ^PHONE NAME S'�•? ��Cf� WNER EJ�I�� �h , g_ IRECTIONS D JOB SITE 'ARCEL LEGAL NUMBER DESCR. O. NAME MAIL ADDRESS CITY&STATE ZIP PHONE LI EN N� CONTRACTOR USE OF BUILDING REMOVE CLASS OF NEW ADDITION ALTERATION REPAIR MOVE WORK .- DESCRIBE �'V WORK /�✓S � NOTICE AREA: NUMBER OF: PLEASE INDICATE: SEPARATE PERMITS ARE REQUIRED FOR PLUMBING, HEATING, VENTILATING OR AIR RESIDENCE TORIES SHORELINE O CONDITIONING. BASEMENT SgFt BEDROOM PRIMARY RES. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 SAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR DECKS S HROOMS SONAL RES.❑ ABANDONED FOR A PERIOD OF 180 DAYS AT ANYTIME AFTER WORK IS COMMENCED. CARPORT SgFt FIREPLACE IS CARPOR AGE GARAGE_ SgFt ATTACHED❑DETACHED El CONTRACTORS AFFIDAVIT OWNERS AFFIDAVIT AT I AM A CURRENTLY REGISTERED CONTRACTOR IN THE STATE O CERTIFY RE M FROM THE LAW RCW 827T AND AM AWAR REQUIREMENTS OF THE MASON COUNTY ORDINANCE WASHINGTON AND II AM AWARE OF THE ORDINAN REGISTRATION CE REQUIREMENTS REGULATING T E REQUIREMENTS FOR WHICH THIS PERMIT A ISSUED AND THAT ALL WORK DONE WILL BE WORK FOR WHICH THE PERMIT IS ISSUED AND ALL WORK DONE WILL BE IN IN CONFORMANCE THEREWITH. NO CHANGES SHALL BE MADE WITHOUT FIRST NO CHANGES HALL BE MADE WITHOUT FIRST OBTAINING APPROVAL FROM THE BUILDING DEPARTMENT. OBTAINING APPROVAL FROM THE BUILDING DEPARTMENT. DATE X B DATE X OWNER FOR OFFICE USE ONLY `� • APPROVED BUILDING VALUATION APPROVED DEPARTMENT YES NO DEPARTMENT YES NO FEE HEALTH PUBLIC WORKS g� PLANNING FIRE MARSHAL BUILDING PERMIT BUILDING PLAN CHECK D.O.T. s PRE-INSPECTION i SPECIAL CONDITIONS BUILDING GROUP SHORELINE WOODSTOVE PLUMBING MECHANICAL STATE BUILDING FEE APPLICATION ACCEPTED BY PLAN E BY APPR F R ISSUANCE PERMIT VALIDATION TOTAL j BY CASH CK MO RIN, CALL PROJECT DAME RING BUILDING PROJECT LOCATION BELT AIR, WASHINGTON PROJECT NUMBER 91-1 5 SPAN 5s FT- LENGTH 84 FT- EAYE HEIGHTS .6 FT- BAY gg�SIZE 14 Fes- OPEN STRUCTURE (Yell)? N SHOW LOAD 20 PSF $ I II SPEED 80 MPH ZONE (B OR C ti SOIL PRESSURE 2500 PSE LILT TENSIONS: E VE (DL+S IB 17328 L S_ PEAK (ILL+ SHOW) 13544 LIDS. E VE ( 1556 LB - PE (WIND) 8418 LBS- FOUNDATION LOADS 0 SIDE WALL: MAX_ UPLIFT Lie-30 LIDS_ MAX- LATERAL FORCE CE � L I _ MAX. COMP- FORCE 1 1080 LBS_ FOUNDATION LOADS 0 E €W LL: MAX- UPLIFT 4671 L S_ I AX- LATERAL FORCE 1432 LBS_ ���M• Le�� g c of WAsly,�� � z 275 7STS Fss�oNAL 'DEB STEEL SALES, IC- 7396 Ruben Lane, Box 9 Beady, i9regon 97955 (503) 68-3267 Page C1 7/16il9i � n RING CALCS PROJECT NAME RING BUILDING PROJ[CT FILE NUMBER 91-105 LOCATION �|TY/STATF BELFA|R,WASH|NGTON COUNTY MASON BU|LD{NGDIMEN5|ON5 SPAN 5U LENGTH 84 DAY5}ZE 14 EAKEHE<GHT 16 ���P� 3: 2 LOADS UVE--�� LOAD F SNOW2O P5 OTHER N.A. WIND ZONE 80EXP= C ----�� Y/\NDP= OA5!C ` l 17 P5F Co = 1.2 C4= WINDWARD WALL 0'0 16J2 P3F LEEWARD WALL O.5 1O.2 P5F LEEWARD ROOF 0.7 14`29 PSF YY|ND\iAADQ 0OF 19.9 18.36 PSF VYALLEL[MENT5 1.2 24.40 P5� ROOF ELEMENTS 1.2 24.48 PSF SEISMIC LOAD YY|NDGOY[RN5 != C= Z= Aw= n/= Y= Z*\*[*\Y/�� Page[2 7/16/91 » � RING CALCS DEAD LOADS ROOFING 0.7 P5F PURL|N 1.4PSF |��U[�T|�� 0.4PSF MisC. 1 P5F TOTALDL= 3.5 FRAME ANALYSIS LOAD COMBINATIONS LL+DL DL+YYL ROUF5NE-AT M|M8 NOR CLAD 5Og0 WALL SHEATHING N0R CLAD 5Oga ROOFPUQL|N3 2X8DF-L &2 YYALLG|RTS 2X6DF-L*'2 3TRUCTHRALSTEE[ A36 'FY=42 k5iRi8.) STRUCTURAL BOLTS PEAK 3/4 in. D\A.A5TMA-3O7BOLTS [AV[ 3/4in. D|kASTMA-507BOLTS ANCMQRBOLTS 4-5/4in. D|A.A5TMA-5O7BOLTS PER|M[TERFTG. 2- *5 CONT.GR. 6O RE!NF8RCIN6 REINFORCING BAR TOP AND BOTTOM CONCRETE 25OO PSI @28DAYS X-BRACE: END\YALL5 FWC25ODA MFG.CABLE BRACE ROOF AND 8|DEYfAF\VC375 BA MFG.CABLE BRACE ENDYYALLRAFTER C6X8.25TL.CHANNEL ENDYYALLC0LOMN W&X2O@ CENTER [NDYYALLCOLUMN 4Y6X15@^OTHER LOCATIONS SPECIAL INSPECTIONS REQUIRED-- STRUCTURAL WELD!ND (AS PER 11BIn SEC. 306) ki RING CALES ROOF PLIREI DESIGN SECTION PROPERTIES SPANS 4.4 ET. grade p D (`aa'.ai .s.' .a N`0 ) 47.0 ' BS.FT. 2X8 2 ALLOW.S€REZi OF ..BL+SN 1 663 PSII P U-RL1N DEPTH: 7.t5 IN. SErr'Tll"N MODULUS 1 4 I Na _ S�E€�P: 3z _ MO E fie �.€€ i,�CR�I�? 47.6 5;i."4 SECTION Iw ODULUFS REQ. DL+SNE;W 5.2-9 I N.:3 €A . DEtFLEL-TIQ N OK 0.50 €N. O USE --- ; 2X8 IMF—L 02 WITH (2) 10 SCREWS EA- END I ' EL GIRT DESIGN SECTION PROPERTIES SPAN 14 ET. grade X 4- ALLOW..ST ESS (Fh) 2333 PSI GI RT DEPTH: 5. a IN. SECTION MOHE'=LUIS ?.5:=6 I i ._3 SHEARy 350 i.BS MOMENT OF iNtP.i{A 20.9 1N.`4 SECTION MODULUS REQ. 6.3 I .'3 OK REQUIRED 5r p MAX. DEFLECT ION OK 'f4V a.LL USE 2X6 DF—LW2 WITH 2) *10 SCREWS EA_ END , page c.. - a 1 ? 7 ^ * RING C LCS ENDWALL RAFTER SECTION PROPERTIES SPAN 15 FT. C6X8'2 STL' CHANNEL LO"D i69 LBS./PT. SE%TIUN MODULUS 4.38 1N'^3 AREA 2.4 1N.^2 21800 P5| MOMENT OF INERTIA 13.1 1N.^4 ',r.'7X9_8 5-1 L CHANNEL MOMENT 3560 FT.-L8S SECTION MODULUS 6.08 |N.^3 SHEAR 1095 LBS AREA 2.87 1N.^2 M0MENTQF |NERT|A 21 � }N.^4 SECTION MOD. RFQ. /|N^3\ 1.98 {N.13 C8av%11'5 STL' CHANNEL EC ION MODULUS 0.14 !N.^3 CHANNEL O.2g �� AREA 3.38 1N.^2 X. DEFLEPTION ---'--'- - '�'' MOM ENT OF |N[RT|A 3Z.0 11-4.-4 USE ---» C6X8'2 STL' CHANNEL HEADER �.HEAD ------�� 148O FT [FN�T� � . DU0RY/1[IT M 12.00 FT. f1\-2X1OYERT./ 1)2X6 MOR|Z.Sy =1 1.Uin.^3 DOOR HEIGHT 14.00 FT. 1)-2X1OYERT./(1)2XS MUQ|Z.Sy = 19.2in.-3 MOMENT 1023 FT.-LB5. -zbEC.MQD.REQ. {"HEAKDIR.) 7.42 1W.^3 USE D0UG. F|A. # /1 0A 2` 2 FU 125O.O0 USE ___» ENDWALL COLUMN DESIGN SECTION PROPERTIES TRY TQIR.WIDTH (WI ND) 1--3 FT. COLUMN LENGTH 22'25 FT TR|D'AREA (DL + 5L' ` 91 FT.^2 'LOAD {DL* SL\ 2139LBS. MOMENT (WIND) 1A6g4 FT.-[BS. SECTION MODULU'3 R[Q. 7.dtO |N^3 SLENDERNESS RATIO 180.4 OK Cl. 126.1 ALLOW.AXIAL STRESS (PS|) 12928 ACT.AX!AL STQESS /FPS(` 364 OK ALLOYY D�ND\NG�TR[S� �16O1 YY0X2O � ACT' BENDING STRESS /PSI) 17656OKSECTION MODULUSMUDULU� 13.4 IN'-3 ��[� � 8� 1N ^2 FINAL UNITY �.5q ��� � . DEFLECTION 1.46 \N. RADIUS OFGYRATION 2.60 \N. =SPAN/ 183 OK MOMENT OF (NERT|A 41.4 11N.^4 USE --- CENTER ENDWALL COLUMN PaoeC5 7/16/91 RING CALCS W6X 150 OTHER LOCATIONS CORNER COLUMNS SECTION PROPERTIES TR!B.WIDTH /Y/>N0) 6.5 TRY L2X2X3/16 UMBAACEDLENGTH 2 FT. SECTION MODULUS 0.19 1N^5 TH|8.AREA 'D[ + SL- 4 5.5 FT.^2 AREA 0.715 |V2 LOAD fDL +5L\ 1074LB3. RADII U50FGYRATION 0.62 IN. MOMENT (WIND) 80 FT.-LBS. COLUMNYYT. 2.44L8S/FT. SECTION MODULUS REQ. 0.041N^5 SLENDERNESS RATIO 58.90 OK Cu 126.18 ALLOY .AXIAL STRESS 19275 P5| ACT.AXIAL STRESS 1502 P3| OK A[LOV BENDING STRESS 35516 PSI ACT. BEND!NGSTRESS 5025 P3< OK FINAL UNITY 0.25 OK USE ---» CORNER COLUMNS AT OPENINGS SECTION PROPERTIES TR|B.WIDTM (WI ND) 6 FT. TRY L4*4X1/4 UNBRACEDLEMGTM 12 FT. SECTION MODULUS 1.05 |M^3 TQ|B.AREA 'DL + SO 42 FT.^2 AREA 114 |V2 LOAD 1066 LB5. RADIUS OFGYRATION 1.25 |N' MOMENT /Y/|ND\ 2644FT.-LBS. C8LUMNY/T. 6.60 LBS/FT. SECTION MODULUS REM 1.32 |N^3 8L[NDERWES5RAT|O 115.20 OK CC 126'1U ALLQYK AXIAL STRESS 10958 Psi ACT.AXIAL STRESS 550 P5| OK ALLOW. BENDING STRESS 30500 PS} ACT. BENDING STRESS 30215 P5| OK FINAL UNITY 1.04 UK USE ---> CONNECTIONS ROOF SHEATHING FASTEN TUPUAL!NSWITH OSCREY/S 9''0C. FASTEN TOG{RT9 WITH * 1O SCREWS @9^O.C. ROOF PURLIN CONNECT WITH (2) *1O SCREWS EA. END CONNECT WITH (2} Ir1O SCREWS EA. END PageC6 7/16/91 _ " « RING Q4LCS BOLTED FRAME CONNECTIONS BOLTED FRAME PEAK— (SEE FRAME ANALYSIS RESULTS FOR MOMENT. VALUES)- DL + SNOW %IWD [OAD BOLT TENSION LOAD (L8S.) 13544 8410 4" BOLTS INTENSION GROUP Z l AREA OW3/4^ D>A. BOLT 0.4418 O.4418 iN.^2 ALLOW.TENS;LESTRESS 20008 26667PS| ACT.TEN5|L[STRESS = 15328 19054P5| �� USE -----> A- ASTM A-307 BOLTS BOLTED FRAME EAYEASEE FRAME ANALYSIS RESULTS FOR MOMENT VALUES) DL + SNOW YY|NDU]AD BOLT TENSION LOAD (LBS') 17328 21550 4p BOLTS |N TENSION GROUP 2 2 AAEAOF3/4^ 0|A BOLT 0.4418 8.4418 1N.^2 ALLOW.T[N5|LESTRESS 20000 26667PSI ACT.TENSILE 9TRES5 = 19611 24596 P3\ �� USE -----» (SEE OVERTURNING ANALYSIS RESULTS) YY | DYYARDYILLLATERAL 228 LB/FT LEEYYARDWALLLATERAL 143 LB/FT WINDWARD ROOF UPLIFT 257LB/FT LEEWARD ROOF UPLIFT 280 LB/FT INSPECTION REQUIRED? NO NUMBER OF ANCHOR BOLTS 4 UPLIFT AT8A5E(ULTIMATE` 8722L8S. -ALLOWABLE UPLIFT 42700LBS. (3EEU.B.C.SEC. 2624) SHEAR AT BASE (ULTIMATE) 7505LBS. ALLOWABLE SHEAR 17600LB5. U.B/C.SEC. 2624 UNITY: 0'34 &V0C FOR COMBINED STRESS USE -----1- Page C7 7/16/91 t IHNG CALCS LATERAL BRACING ENDWALLS NSTALL FLO —LOC FWC 250 BA X BRACE AT 1 NDICATED BAYS. ROOF AND SIDEWALLS 1 NISTALL FLIP —LOC FWC 375 BA X BRACE AT 1 NDICATED BAYS. BRACE EAVE AND PEAK PURU NS To ADjACENT &I'lBERS IN BRACED BAYS. SEE X—BRACE AND ENDWALL BRACE ANALYSIS FOR TENSION VALUES. FOOTING DESIGN CONCRETE STRENGTH NO 2500 psi ALLOW.SOIL PRESSURE 2500 P3F COLUIIN LOAD: (SEE MOMENT ANALYSIS FOR SUPPORT REACTIONS) CONTINUOUS FOOTING DEPTH Of' FTG. BELOW GRADE 12 1 N. DEISIGN SOIL PRESSURE 2275 PSF FOOTING DEPTH 18 1 N. FOOTING WIDTH 14 IN. LOAD ON FTG. 11080 LBS. FOOT!NG AREA REQUi RED ?9 FT�2 DEIGN d 14 IN. LENGTH FTG. REQ'D(DL+SN) 4.2 FT. OK LENGTH FTG. REQ-D (UPLIFT) 1 3.2 FT. OK EST I MAT ED TOTAL VOLUME 13F FTG.AND SLAB +101%) 72-0 YD3- DEIGN ltl"IENT VIA 22447 FT—LLB ' 0.74 AREA OF STEEL REQ- 0.49 Ind.'2 (ALA- FLEXURE TABLES) AREA OF STL- PROVIDED 0-62 102 IOK USE -----s 12— -P5 CONT- GR- 60 REINFORCING ITOP AND BOTTOM NOTE: DEPTH OF FOOTING IS- TO CONFORM TO LOCAL BUILDING CODE- THRUST @ BASE: 5361 LBS. As HAI RPI N = 125 1111�2 USE *4 HAIRPIN AROUND ANCHOR BOLTS Page CS 7116191 A FRAME DIAGRAM(SL+DL) TOTAL LOAD=30 PSF, SAY SPACM- 16 FT PAGE F� FRAME MAC tile: M50.16(16)DL+SL;Last modified at 12:18:34 PM on Tue,Jul 16, 1991 Above eaoh load are the magnitudes in lb,lblft,and lb-ft. Next to each support are reactions in lb and b-ft. Positive reactions and deformations are to the right,upwards,and counter-clOdcwise. _ r =359 _ 'F3 38 T39 r 14t '42 z�445 T � 44 2 2 40 48 5O f466 F Y- ! 12 q 51 1 46 �5 r r 0 �� 9 #1 4 "-16 {5 68 . 15 6, 67 5 138 66 4l 65 I / 12 5 64 I • E.3 Rr'S=5366 RftXr= 1�8°5 �O RfY= 12588 11 a t A50.1606) DL+SL B C © € IF G H 1 1 From s To Section 's Lenoth �Momentof �Section _ X- «« -_.Sc#t.._.° .4 Web «««_.«««_ . _..«»4«»»«« .._.«.....h$m _.ft. : inertia modulus � area__ 4 depth t 2 Made Node in**4 to 3 in**2 in 4 42 € FRAME WEIGHT = 2.flfl fl.$4 0.42 0.90 �3.00 0.19 1 2 L3X2X.1875 _ 7 1 10 : L4X3X.375 : 2.48 4.00 0.38 ..«........««......» ..._.«....p...».«.................._..X..«.. «g».«...............«.g»»..»..«..............».g.. L3X2X.1875 's. « ::0 ..... ......_.0«» _...........« : »«;_ fl.9fl _ _3Tflfl _ •_fl.19 9 2 = i 1 € L2X2X.1875 2.1 1 € 0.27 0.19 0.72 2.00 0.19 _ . 12 a-..»..».»..«.».. _.«.........._._....•-•-4. ««».« 4 .«_ .... a 2 -L2X2X:1875 «.------ �»._..»....»0:27__.«»:.....0.19 . ; 0.72 ¢ 2.O�t t ......«.»..«»......g.......«.«....................«. ' .«....».._»L1X1Xw109 1.21 = 1?.fl2 : __O.fl3 ° - fl.21__ ; 1.Ofl fl.11 12 3 4 L3X2X.1875 2.00 0.34 0.42 0.90 3.00 0.19 . . .. .......»«.«.................«.«...........««».:.....».......»........4.�. #3 ..«. .....g.... 0.42 0.90 _, 3.00 » 0.19 L3X2X.1875 _......v....»�.�0»« 0.84 ] 4 12 L 1.5X 1.SX.130 2.34 0.08 0.08 .... .. 0» _»a_»1. !� - .».01 15 _..._. » ..........». ..._......._...»......... » »�._.«_ »..............._-..I........-- .»..__..»8 _....»_........1. ».... --..«»__L1.5X1.5X.......130 » . -2:6b».« .»....«UAJU _.. .» ..!a8..... 0.37 «..--.:' ..0.13 a 6 5 € 13 L I X 1 X.109 1.76 : .O�Q2- « 0.03 0.2_t = ..... 0.11 _..«..__......g.«.... » .««....:..«......................................» _ : ...0 42 0.9fl._. 3.00 0.19 1 5 : 6 : »L 3:2X.1 875 ;.» 2.00«�a........ »«.._.....4« _«».»» ;« �«... ........»».....»...._......_............«_g.«.....««. 0.11 18 6 = 15 L 1 X 1 X.109 2.03 -- O.fl2 19 6 13 s L 1 X 1 X.109 2.66 0.02 € 0.03 0.21 1.00 0.11 .»««.«.........«......«.«.....«..«.....g...._.............».__....».«......_......_-..-».««•.4...........»...».....g»....._..._........ ..p.- L 1.5X 1.5X.130 »...««3.05..«.. ...»0»:08«»..«�.....0.08.._�_-0.37»...;.»...1 .50.« ;...«0.13 p ».» _.....$« _.» »__.....».«..........,«_«». _ 0 42 0.90 3.00 «€ fl.19 21 6 7 L3X2X.1875 =....2.00 ..�»«...fl 84»» � .». _...___«.._. ».«»._. «......... ««_.» «.4«««._._..«...«.»_«...«..... _. - - «•••4- fl.42 fl.90 - -.«�.....«_ _ « O.tt3 0.21 1.00 0.11 23 «......« ..._.»-«_-.1_b........a.............»L 1 X 1...i 09 -0.._«� .�«....; ._�:0�».«...4»...»..«. ...«»...._.I «._._---: _.....« 24 817 LX3X.375 = 3.fl9 2.48 4.Ofl 0.38 2.58 .96 ..g.«......__«»...«.,._.». fl.58 1.44 ; 3.00 fl.25 L3X3f1.25 = - 26 » . . . 2.56 1.24 € 16 _ L1.5X1.SX.130 »»_».»�: ..« . »O.flB_...»«....._ :0 ..»¢.. ? ««;.»1.:50 O.i 09 19 27188...« »..........».« .. »_........ 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L-3`X2X.!3 t 5 55 0.90 NO 0.00 0.00 : L3X2X.25.. 56 0.53 NO 0.00 € O.00 = .? .«. ? € Lis 5'r;I ..i 3t7___ 57 0.54 NO 0.00 0.00 _ _ .. ..«. «......... _»_ _ 0.00 0.00 2 r _.«_ __ 59 0.66 t+i0 0.00 . 28 29 L2X2X.125.. 6t1 0.73 NO 0.00 € 0.00 = C «..... L A 61 1.00 OK 0.00 O.00 = -- __._ _ ._._ _. - ........._.......»«.. «««.»«...«.4.« _ ._g 29 31 62 0.29 NO.......« _«0.00..«.......0.00 = __ _ __.__...... ...._.. «.a_.«.« .««.. ..«««._........... L 1.5' 1. 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O.00 46 49 L3X=2x.1875 ....-•------....--•------...._------•----•--•---'---fi.-.•---».......... ...a...........00......y..............................«.«...._.«......._..._.._.._.-----.... .._ - -- ...... - ... 96 0.75 s NO s 0.00 0.00 s 46 48 L 1.5:;1-5X.13U Page F 1 i WEB STEEL SALES, INC. 7/16191 A50.1606) DL+SL AD Af AI~ AG A Ai AJ AK AL 97 0.40 NO = 46 47 L 1 X 1 X.109 0.00 0.00 _« 98 0.70 NO (] �y('� : ('� (y�y 47 48 L3X2X.25 L.VAJ U.F31J .....«....._.._.....-.......««__._.«.._....«........«. 99 0.83 N0 = 48 49 L2X2X.25 : .0�00 0.00 ---- «.« 100 0.27 NO 0.0"0 0.00 _« ««. 50 L3X2X.25 _ «- _» 1 II i .�5 s a -� 49 50 L 1 X 1:�.1 t�' _-- «......«....----.-.-......««...........-.....h....... ...-...«b.......»...._-....«b•--«---......-.-.-�-•-•--•-. -. -.....:....-.-..---•«.c--.». 102' 0.79 NO 0.00 = 0.00 __ «« _.«.._ « «. _ «. .. 51 L2X2X.125 YES 0.10 0.�15 € 1.05 49 52 L3X2X.1875 -.«.»_.....«._...........................»..«h--..........«-....«p.. «.._.......-....,.. ................ - 50 ° 51 ` 3X2f '5 « 104 0.40 «L«. ` NO : 0.00 0.00 A - -- M - ««.--- ......... ........... - «.._....«........................«.«...._. 105 0.97 «_ ««_.««... __.»._: '« 51 € 52 € L2XZX.3125 _«« ..._ .. .N ....«;.....0.00 0.00_---�._ 5 i«««� -• �;.;. « «... 106 0.66 N0 0.00 0.00 53 -L .��:�.25 »_O.1a...-.« «b---.-O..............._._...._.«-.....--.-. ...»� «_.... 107 0.53 s 0.00 0.00 52 57 L 3X�X.25 «-»._.--- ------- ...«....r��... ..;..«-------.....»b......«»_..«» ».b- »_-..,_«««....._«___ ««.«.__....,..-«��._Q... ___ ��;# _ .«.«.. 108, 0.55 iU0 ? 0.00 0.00 53 _-- L .: X.109 1II9 0.76 0.00 0.00 = 5 54 LX3X.375 110 0.76 ......................d_._......._....««.;.......««....._.«»....••.............. «-»_ .« « « .« ««___.«- .«.. _-.._. b«._«.----ill# 0.46 € 0.00 0.00 «.._._....«..... 54 57 -_ L3X2X.25 ..»................»......-......... ..-.«..b................-««.¢............._.........4•»__.....«.__....«b-...«- X 2,X.375 .«..... 112 CE.9 : 70 L 113 0.55 NO 0.00 0.00 54 69 L4X3X.375 114 0.83 t+i0 0.00 0.00 54 55 = L4XR 3125 0..._...........h.-..............._-........«._.00--..---:.......0-0------.-:.-..-....-._-.-»«.._.._ . ««_ ........ -«. 4X 3`�- 12 5...«. 115 0.82 s «N .... ..A.....0.00. _. «0.00 «« ._..«_._.««_..a« « ««. _«.... - - --��_«..¢.....-�6...... «. � .......:_�.....` .... ..........................._..... .. O.00 0.00 € M. 55 68 L1X1:�.109 116 .._....� .07..-._ -..-----!�-............._. .__--------..._..._.« ..« 67 L 1.5X 1.5X.130 55 117 0.67 NO 0.00 0.00 118 0.23 NO 0.0-0 = 0.00 ? 55 69 L 1.5X 1.5X.130 _ ..................._.......,.....-....._...._....«.....«-.-.........._.:.......----• :. .__...._...._.:«.._.«..«.......-.._.__.....«___..«---ry'----"-•...«.«�__..--..«-.;-...-•--•----....__««.......«.«...... ... 0.00 _ s 58 L4X X.3125 120 0.09 NO 0.00 0.00 € - 56 67 L 1:{1 r,.109 «...__......-.._....b.__ ..«.«.-.....•.......».---.._................... --- « _ -«. _...._--•-•-•? _� ___ - € 0.00 0.00 57 = L3X2X.25 - 70 € 122 .......« .......;--•---.»N�...-«---------0.00 .._------«0.00_-.--.«...--..,....-.-..._ «_-_ «.-_._..... h«. «.._.. .�.�58 ._.« .«_....«-' :.._:..:109 - ..-. 123 0.35 NO 0.00 s 0.00 58 :_ 59 « L4�3X.3125 ... 65 .5X 1 5X 1 124 0.83 __;_._..-NO..-........... 0.00._.;..«..0.00 ._ « -.« ....�«__... «««»_ __.._..«...._....b......«« ------ ..................... 58 67 = L 1 X 1 X.10'� E 125 0.49 NO 0.00 € 0.00 «.. .............................«-««.«..._�....«........_....._§- «_..«--¢... .-_« «.«......_........«-..«... _h .. ... - «-... i t 12 i 8.25 NO 8.00 0.00 59 : . ..6�. ..i L I::,X.109 «... _....._................... ...................». ;. -.__.............�....«0.... ,................_-.«..««.:._«..-. .. «........-.«.............._.....s....... -.._....«:.-...........................-....._...« .-........ ..« _. i 127 0.63 NO 0.00 0.00 59 s 60 LX3�;.3125 ........0......._...........«_.-....._..........b...............«.......h•..................«.«b.....«.«.._..._.»...b.........-..........«..--.--------------- «...��.«.«h«.. ................... ...... ..h•S h t.....��.............. � 12�8 0.69 « «.......« ..__« _._«.. 5... -. ter,.. . __..«_...«}_...-.«t0-........s....-0 00............«��_ _....«._«.........« ....._ -...;...._ «...«..w_«-.r....._.»._.................�f«...-...»..._�«.. .. 2#9 0.53 NO 0.L10 0.00 - -«.. «_._.«_ _' 5 L 1.------ 5: .1 �0 1 !ft s 6u 61 L4X3 . 7 130 ..-...._ :4 i........I-------�yu............:.........................00 �:`��.--;..........._...-......_?............._..-._........._.._........._........b.....«_.«-------c.__..-.«..._...i«............_�.;'.::.�,:3 t 5 ......_.-� 13# ' 0.66 NO 0.00 0.00 ___«.«.._.....-...... �0 . _.. 63 .. L�::�:{.187,,...._.. 0...........«...«...-.........«.........?.......-...............Q................... ,.--------- -----�-___»....._._ _r�......:; .«��_ ..i... � �..�� ... 132. 0.69 NO 0.00 0.00 = -.__._«..._...-.._ �;+�1 ,5 4 ...........«..............-0._....._....-......................»...............«..................».i.«.«-«....._.........:._........- «._....a...._..-__-«.«.....��_._.;.._«.«.»...1...:..«__...................._.. 13.E E . ................-NO.........;...._«0.00 O.t�O bt = E_,..r�.::X.1875 j 1341 0.54 NO 0.00 ....... 2X........8....................:.........«......«..:.._ ......T'.«..............« ... ... 135 0.51 NC1 iJ.OI 0.00 = 64 : 65 ...�:�2X.... _ ........0................_...._...................}-......._....._._....h..............«..«....p..........__..__.... «....................-...........»...........-......:. «.-._.........h_..«____......5.....«............._....._.......... .. 136' 0.74 65 € 66 -« L3; 2X.1875 137 0.77 NO 0.00 0.00 66 67 L3X2X.1875 ..............«.............-...«.......-.....q.....-.«.-_........b..................-....b--...««........-......y......_...............««...»........_«..»._... .................... _... � ... .. . ..._...-....«_.....br .p... ..« .... 13$ CJ.i-iii NO 0.00 0.00 = : #s7 b$ L3X2::µ1875 h..................«.............»............................«-._.----- ._....................._..-._....-..._.«..............................h. ««.« _«...._« «......_«.-._.......«.._..«...._.....-..._......_... 6 L3X2::.1875 139 0.85 NO 0.00 0.001 «..«.. «......................-..._«......... _. '�«....s..«..................._...................._....... .........._...?-------- -------;............ -................-.............................._...... L 3X3X.25 E 140� 0.92 NO 0.00 € 0.00 6970 Page F 12 WEB STEEL SALES, INC. 7}16191 FRAME DIAGRAM(SL+DL) TOTAL LOAD=30 PSF, BAY SPACING= 16 FT PAGE Fes. FRAME MAC file: M50.16(16)DL+SL;Last modified at 12:18:34 PM on Tue,Jul 16,1991 Node number:S. Location: X=5.44,Y= 16.44 ft. Node is unrestrained. No loads currently applied on this node. 9 17 Connected elements: 16 Loads from connected elements: 7 Node at To the right Upwards Counterclockwise other end lb, lb TO-ft 17 -1927 361 538 9 348 17328 -538 16 1667 -614 0 7 -88 -17075 0 FRAME DIAGRAM(SL+DL) TOTAL LOAD-30 PSF, BAYSPACWO- tip FT FRAME MAC file: M50.16(16)DL+SL;Last modified at 12:18.34 PM on Tue,Jul 16, 1991 Node number: 17. Location: X=7.94,Y= 17.07 ft. Node is unrestrained. No loads currently applied on this node. 14 9 19 Connected elements 8 Loads from connected elements: 16 Node at To the right Upwards Counterclockwise other end lb lb lb-ft 19 -25083 -7355 -1835 8 1927 -383 1606 16 3787 30103 0 9 16705 -13044 251 14 2664 -9320 -22 t + FRAME DIAGRAM(SL+DL) TOTAL LOAD=30 PSF, BAY SPACING= 16 FT PAGE F-L5 FRAME MAC file: M50.16(16)DL+SL;Last modified at 12:18:34 PM on Tue,Jul 16, 11 Node number:36. Location: X=30.00,Y=25.14 ft. Node is unrestrained. Loads currently applied on this node(lb,lb-ft)(F=Force,M-Moment): Type,Group: FS2 Magn.(X): 0 Magn.(Y): 830 Magn.W: - - Connected elements: 33 $ Loads from connected elements: 3437 Node at To the right Upwards . Counterclockwise other end lb Ib lb-ft 75 112 -8169 4 33 18805 4366 -5 38 -18819 4376 0 34 -6 -41 37 -91 297 0 FRAME DIAGRAM(SL+DL) TOTAL LOAD=30 P% BAY SPACING= 1 G FT FAUEJ.F-VL FRAME MAC file: M50.160 6)DL+SL;Last modified at 12 :i 8:34 PM on Tue,Jul 16, i 991 Node number:35. Location: X=30.00,Y=22.63 ft. Node is unrestrained. No loads currently applied on this node. 36 Connected elements: 34 37 Loads from connected elements: Node at To the right Upwards Counterclockwise other end lb lb lb-ft 36 -112 8148 276 34 -13432 -38 -276 37 13544 -4245 0 o , Y FRAME DIAGRAM(WIND) INPUT:?o MPH WM,f}410SURE'C' FRAM SPACING- 16 FT. PAGE W� FRA11E MAC file: M50.16(16)WWD;last maiified at 12.32:43 PM on Tue,Jul 15,1991 Above each load are the magnitudes in lb,lb/ft,and>b-ft. Next to each support are reactions in'b and lb-ft. Positive reactions and deformations are to the right,upwards,and counter-clockwise. _FX-- F FX= gY~ F4- FX_��� ' 6b 3 36 r r- r r-- _ 39 t -' X 4142 ==4a 2 ` 45 F '=fin, -iFJb 47 F =F =- # 2 40 4g 50 F =I #�125 F'�E=- is 2 51 .53 1 1 46 4 57to -- ^' `d= 50 0 F • 4 i �' 15 = 6t F F q X- 65 ;=� t . 'l N=2 50 F'• 40'12 F Fl l,a� RV=- t � Rt�.=- RtY=-5 ''11 Pw 'C wtus0 w/ l4 b FRAME DIAGRAM(WIND) INPUT:70 MPH WIND,El -'�iE ,FRAM SPACiI i=16 FT. EXPOSURE W FRAME MAC file: M50.16(16)Wes;Last modified at 12.32:43 PM on Tue,Jul 16,1991 Node number:8. Location: X=5.44,Y=16.44 ft. Node is unrestrained. No loads currently appled on this node. 9 17 Connected elements: 16 Loads from connected elements: 7 Node at To the right Upwards Counterclockwise other end lb ]b arft 17 -222 -567 -264 9 -23 -12702 264 16 97 -36 0 7 149 13305 0 FRAME DIAGRAM(WIINID) ' TIPUT:70 MPH WW,EXPOSURE'C',FRAME SPACNO= 16 FT. PAGE W FRAME MAC file: M50.1606)WIND;Last modified at 12.32.43 PM on Tue.Jul 16. 1991 Node number: 17. Location: X=7.94,Y= 17.07 ft. Node is unrestrained. No loads currently applied on this node. 14 19 Connected elements: 8 Loads from connected elements: 16 Node at To the right Upwards Counterclockwise other end lb lb 1131-fi 19 15451 4448 1064 8 222 545 -985 16 -2349 -18908 0 9 -11956 9318 -152 i4 -1369 4597 74 FRAME DIAGRAM(WIND) MUT:70 MPH WW,EXpOSUR E t- FRAME SPACE= 16 FT. , 1 r = PAGE W FRAM MAC file: M50.16(16)WIND;Last modified at 12:32:43 PM an Tue,Jul 16, 1991 Node number:36. Location: X=30.00,Y=25.14 ft- - Node is unrestrained. Loads currently applied on this node(b,Ylb-ft)(F=Force,VI--Moment): Typo,Group: FW2 FW3 Magn.(X): -24 19 Magn.(Y): -96 -76 Magn.0: — -- Connected elements: ;37 Loads from connected elements: 3 Node at To the right Upwards Counterclockwise other and lb lb lb-ft 35 -40 2598 4 33 -7101 -1636 -4 38 7384 -1721 0 34 -35 -115 -0 37 -204 703 0 FR DIAGRAM(WIND) yfLff:70 MPH WIND,EXPOSURE -C',FRAK SPACOG=16 FT. PAGE Wes_ FRAt<MAC file: M50.16(16)WIND;Last modified at 12:32:43 PM on Tue,Jul 16, 1991 Nadu number:35. LBoation: X=30.00,Y=22.63 ft- Node is unrestrained- No toads currently applied Dn this mode. 36 Connected elenwnts: 34 37 Loads from connected elements: yards CounteratoGtc+arise Node at To the right Up wise, other end 36 40 -2619 -104 34 4269 1227 104 37 -4309 1392 0 ROOF ORACF ANALYSIS BUT: YH>-70 MPH,EXP. V,W BAY OUTPUT REFLECTS LOAD Y�FOR BD V VIND PAGE FRAME MAC file: 50.16 ROOF(14'BAY);Last modified at 2-54-01 PM on Mon,Feb 11, 1991 Displayed on each element is:Max.tension in units of lb. Above each load are the magnitudes in b,blft,and lb-ft. Next to each support are reactions in lb and lb-ft. ards and csas►ter-ciodc�rise. Positive reactions and deformations are to the right,upw , FX=1055 RfX=- 8 0 68 FX= 440 0 7 0 2 4 FX= 705 — ►�)-----0 .5 0 2 4 FX- 44O 0 611 FX= O53 RfX=-6350 Rt���� SKWALL X-MACE ANALYSIS 14'8�►Y iNPt1T:WIND-70 M'H,'C I 0030M PAGE V FRAM:MAC file: 50.16.SWW ALL(14'BAY);Last modified at 2:59:25 PM on Mon,Feb 11,1991 Displayed on each element is:Max-tension in writs of>b. Above each load are the mag►itwles.in lb,lb/ft,and ib-ft. Next to each support are reactions n lb and left. and ca�u►ter-clockwise. Positive reactions and deformations are to the right,upwards, FX=4848 ■ -0---- -------- ----` 4-� : 0 0 : RRffY= 7�2581 Rfe=722-508 13 ENDWALL X-BRACE ANALYSIS WPUT: WIND-70 MPH,f}SPOSM •C•,16'SAY OUTPUT REFLECTS LOAD FACTOR PAGE Z FOR 8O 'C" YFV FRAME MAC file: Untitled;Last modW*d at 1:40:48 PM on Mon,Feb 11,1991 Displayed on each eft is:Marc.tensioe in units of b. Above each load are the magnitudes in lb,blft,and lb-ft. Next to each support are reactions to b and lb-ft. wards and canter-claaic�rise. Positive reactions and deformations are to the right,up FdX=-27 FdX=21 FdY—109 FdY=-$4 F&---27 $ FdX=21 FdY=-1 09 T . ►.� :� FdY=-84 .. sr7►a•?•T t- ,.ors ; r • ; 2;;s,;,. • T r � • � • • (; 1 1 100 • mi ♦ • a -11 -31 _- RRfY=_ •1 RRffY=-53338 RfYY= 1644 3 R 361 4 RfY=-1 5 - 7:71oE� C-OQc-� MASON COUNTY DEPARTMENT of GENERAL SERVICES Mason County Bldg. 111 426 W.Cedar P.O. Box 186 Shelton, Washington 98584 (206) 427-9670 building parks&recreation fair/convention center planning fire marshal December 23 , 1991 MEMORANDUM TO: DON FAWVER AND FILE FROM: MIKE BYRNE RE: JOHN RING BUILDING PERMIT; BELFAIR AUTO BODY SHOP DON- I discussed the following items with Tracy Ring this morning and it is both our understanding that the following will be completed prior to final approval . 1. Chemical spray equipment installed as required by the UFC 2 . Ceiling and wall fire separation completed. 3 . Source of water supply. 4 . Access road. 5 . All other requirements of permit. 6. Continue to persue fire hydrant permit with Belfair Water District. Continue permit process with DOT to provide hydrant. Installation of fire hydrant will not be required prior to final occupancy approval . Letter of intent to complete installation of hydrant after permit approval from DOT is required for file. 1 lit, M. Byrne cc: file