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Plans T �` I .- z "%bow \ I S.W. KING GEORGE DRIVE • • " C-\--' "1 r • 1 4#-1 z 1 ‘. CI m 0 .. '. A, . f -OGN'ap . .it (---, -- C,04t ■1 I */ oiri 0 ./..........---. t y �z y . ...c N„,0 I' .4 ) Gond 8 woc 5 , � ' A Y. -- --: i.p, / y G d` for ER N� o. Fo10' - ° , Aug ..4- Date 0\ n�J ,ob , dd`g 6‘' 1�( . ipt o i aay s . • • , i . I ) ‘, 1 , Fl. S.W. QUEEN VICTORIA PLACE m Z p, 44P %% rn z — x l G7 v` u D m _ a . % 4 • D D Z - < g • Z Z N 'm73 o • w . 1 GENERAL STRUCTURAL NOTES r CONCRFTF -, 1. FOOTINGS SHALL BE CARRIED DOWN TO THE ELEVATIONS SHOWN OR FIRM, UNDISTURBED GROUND, WHICHEVER IS LOWER. OPENING LOCATED AS REQUIRED MAINTAINING MINIMUM 3' -0" FROM , 3' -0" 1 2. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH EDGE OF OPENING TO OUTSIDE MINIMUM TO EDGE _ OF fa = 2500 psi ®28 DAYS. CONCRETE MATERIALS EDGE OF FOUNDATION AND QUALITY SHALL BE IN ACCORDANCE WITH CHAPTERS r 3 AND 5, RESPECTIVELY, OF ACI 318 -89, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." --f f-- 3. TRANSPORTING OF READY -MIX CONCRETE SHALL BE IN OPENING TO FIT ACCORDANCE WITH ASTM C94, "STANDARD SPECIFICATION FOR 4'0 CULVERT READY MIX CONCRETE," AND PLACEMENT AND CURING OF - "f PUMP WELL f"" CONCRETE SHALL BE IN ACCORDANCE WITH ACI 301 -89, co o "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." --------- r--- -� - - -� 1 -} f 4. ALL PIERS, WALLS AND FOOTINGS SHALL BE OF MONOLITHIC 4' -6" POUR. PROVIDE SUITABLE CONSTRUCTION JOINTS ON "COLD POURS" TO MAINTAIN STRUCTURAL INTEGRITY. ' t� -r f-- U : U , 5. VAPOR BARRIER: 6 MIL THICK CLEAR POLYETHYLENE FILM OR ` FIBER REINFORCED PLASTIC FILM, TYPE RECOMMENDED FOR W o CD BELOW GRADE APPLICATION. w In 0 1 6. JOINT FILLER •1 m A. ASTM D994, BITUMINOUS IMPREGNATED FIBER BOARD, 1/2" AND 1" THICK. z . m B. ASTM C1751, ASPHALT IMPREGNATED CORK, WITH L J ASPHALT SATURATED GLASS -FIBER FELT LINERS, _ 1/2" THICK. I / 16' -0" REINFORCING STEEL ID 1. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 OR ASTM A706 GRADE 60 DEFORMED BAR. 2. FABRICATION AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CRSI MSP -1 -90, "MANUAL OF STANDARD PRACTICE." AND CHAPTER 5 OF ACI 301 -89, (/' FOR ANCHOR BOLT AND RE -BAR "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." DETAILS AT OUTSIDE EDGE, SEE 3. REINFORCING STEEL LAP SPLICES NOT OTHERWISE INDICATED —Ow. 6" DRAWING 2585.924 BY RICHARD SHALL BE ACI STANDARD CLASS B IF SPLICED AT THE SAME 1' -0" \ WEINGARDT CONSULTANTS LOCATION, OR CLASS A IF SPLICES ARE STAGGERED BETWEEN f ADJACENT BARS, ONE LAP LENGTH MINIMUM. \ 4. UNLESS OTHERWISE INDICATED, THE MINIMUM CLEARANCE FOR REINFORCING STEEL CAST AGAINST EARTH SHALL BE 3 ". THE \ MINIMUM CLEARANCE FOR REINFORCING STEEL EXPOSED TO WEATHER SHALL BE 1 1/2" FOR #5 AND SMALLER BARS, AND 2" FOR #6 AND LARGER BARS. THE MINIMUM CLEARANCE (16) #3 BAR "C STIRRUPS \ 6x6 - 10/10 WELDED WIRE MESH FOR REINFORCING STEEL NOT EXPOSED TO WEATHER SHALL 6 x 1' -3 1/2 ® 18" OC s, THROUGHOUT SLAB (15' -6" x 15' -6 ") BE 3/4" FOR #11 AND SMALLER BARS, AND 1 1/2" FOR \ #14 AND #18 BARS. UNDISTURBED EARTH OR s , 5. THE MINIMUM BEND DIAMETERS SHALL BE 6 BAR DIAMETERS COMPACT STRUCTURAL FILL FOR #3 THROUGH #8 BAR, 8 BAR DIAMETERS FOR # il l :1 THROUGH #11 BAR, 10 BAR DIAMETERS FOR #14 AND #18 BAR. FOR STIRRUPS AND TIES OF #5 OR SMALLER BAR THE MINIMUM BEND DIAMETER SHALL BE 4 BAR DIAMETERS. d 1 6. THE TERM STANDARD HOOK SHALL BE ONE OF THE FOLLOWING. I C . •1 f 180 DEGREE BEND PLUS 4 BAR DIAMETER EXTENSION, BUT NOT LESS THAN 2 1/2" AT FREE END OF BAR. 90 DEGREE BEND • " PLUS 12 BAR DIAMETER EXTENSION AT FREE END OF BAR. .I1 gy / r "7° I 7. BOLT & EMBED LOCATIONS SHALL BE WITHIN ±1/8" OF I � L� POSITION INDICATED ON DRAWING. 3° 8. STORE REINFORCEMENT ABOVE GROUND AND PROTECT FROM DIRT, 1 (2) #4 BARS 6 " OIL AND GREASE. CONTINUOUS AROUND OPENING ....- 1' -0" , /) G / � 4/34/ / INSTALLATION IIaN �.. o-.,,.. ,�. > ., °j"' R o n Sober TV ....�.a ..."� ry.wl a Rall 9 FOUNDATION, PUMP SHED ■ CONSTRUCTION r rjgv '� ..10. BIDDING ONLY °'' "` HCMA CONSULTING GROUP, INC. GenerDl Contractor m ro p.W.. ...allm Aeb _ , e i :le .ltinl� Nord tregon REFERENCE ONLY n,,, �,,.,,," ' �, . � u. „ 7150 S.W. FIR LOOP P.D. BOX 23577 TIGARD. OR 97223 .op,EC, txs wvnDR Dlurl ar DATE muwD NO SCALE IAb Dodd mn.tIWt. °' v i a..ty v I.m..D, W PHONE 503 620 -4329 FAX 503 620 -9360 Dan PUMP San ROI xARRm tp ■ t p c -C CLIENT FlLE i a• c":rinv om.. na > ar I ) ) �*RD.m In ID•TE RELEASE DATE +M � Ixlxm DI D a A 1 TA T .l�al NAAR I DCSa1Vtl0r A.4444, In I DAR REV DCSOD.na R[NRD DY DATE RED D[saD.nDR RLVt9ED DY DATE =14.,:,Z9 owl or I • (boo I rM M APPROVED FOR REVISIONS REVISIONS .7:,111.7 � . RAr "CS nlDOrdt 2505.1134 CAM* Win‘an Dram F01 - OD.v APPROVED �� 1 ruI w / g7 t eilahe . PROJECT NO. ( e -)L-k 7 I FILE SEGMENT NO. 6 : 71- 4C1) DATE 4 ( Z: C" DESCRIPTION 1 %en - *P'(..tvvi Mr-CI (-4.. >4- r J PAGE I OF CLIENT - r< S 74 G- BY - PCY. I 4- _ _ as ei Vr-t_. iv:Cr-VT/2r" Cc> scA,4.---r--iirs) — _ 1 4 4 _1=0 — 4.SsGevii Cr C- Crtki _ ; _ _ 111 ' • — _ _ vG-rt, cs • i • • ? • • . . LAD 1 -1- /-t- '- I y.-14.v1.% IA E._ 10 C,c_>::::) _ _ . Fort_ ?L o ea4-0 .(Z Gt St.< --r.> _ J39 p • L 2 S0 p, 5 4- 4 51 • fon/ Er.,J L-0 (2, 5 e = C z-(. est- 76 r c, E_47-e4, 9 G— EA-re (..1 4N- 1-4 1 -- -4- . _ 4 C-0. LO / 00 e•- 6- it..-71.0 Peph A.) rr, 6: ;7:7 Z- jj • 6/3/0 H.C.M.A. Consulting Group, Inc. , ,.., _. ... • • • t • PROJECT NO. C 4 1 1 7/ FILE SEGMENT NO. C 41 C 1 - DATE a l /2, 7 / C., c DESCRIPTION ?4■11..1 . 5 A6O-Z7 - .C.Z en 7 FrioanJ , ...4-77/ ene'i PAGE 2 - OF ..a CLIENT 72 c:., cm , 1:3 _.. 7z G _ BY 7. C-P - 1 ; A- 4.?..en. 2- / 5 7 ; I CD_AjC.4t- I 1 ■ 1 i ■ — FT - ; ; { —r- i __F 7 ' 1 1 - - IT 1 1 , f i 1 1 11H 7 FLI LI 1 ! _ , , ----;— -------, -- 45 4, 1 e s , _zeie....___•-T---_z_72. ___ —1,/_ a; Se_vs___AY_r_t_ -- 71 I I? i 1 ■ ' —_1! ____YA4. -_z. ___:_ ---_ Giz Gt.,* 7-*_i_._ ' ; i_ I / 1 1 7 .- - 7-1----- LI I / . 1 ___ , --t-- ___ acy Er: .4...c. f co r■JC.sic,--- _,__• _23,--r.:74 -1-,r-' - W7';‘,- . i _R.."0 • : ' - ' 7 1 i — 1 -_, i t_---F,_ I-- - 1 1 --H---+- - ) • , ----7 --- --- -- - - -- -'---- -- ----ca' - WI .-. I 1 z... 1 ,--____...___:___.: L- i ___ .:___4_ :__ _ _ - - -- - - - -4--(4 6 71 -tie ;. '''7.-.) -- ."--„--' - - - - •- .--- . — I ' , - 7 - • 2.1 t. • .s- -; i 1 , -- _•,::--___ 2 -4 C,', _1_ • ' 1 I 1 1 I t I_ . - ! • , 1 [ ; ;__ __ • _ _ _ , _ T _ - • - ---1 -,-- -7 . — 4 - I - -- - 7 -- I — — 7 - 1 - T - 7 . niAec 6 . " - X-a._70c)) _ . _ . _ .. : • 4 c;__- - 1-iqw' ' 6,c_ ! . _ ._. • _ . _ _ __ _ _ ._ .__, _._ __ _ . . . - _- . _ . . ..- .. V .----- •Ce-(471!):\TZ-s G)...7_ _ .2C) la. .5 c. . . L° ( n 0 " E fr" • 1 :.7%<:: / , C.... = ■ v...5" r ,...,,.- . ; .. _ ... ___ . -, - ---1----•-- -, ---,,- 's '- - - - - \ i ilL.w.c.....4-rz,i,fii _75,4e_41.{4._ - _-.) , 7 .........__ - __ ___ ._, ., ....c.. _ c _ v 4,. --=----- --. 7.5... H.C.M.A. Consulting Group, Inc. I- 9 ■L-k. 00 6, 0 6d 1/ • ZTIEF SRED, 1NQ GARAGE STRUCTURAL CALCULATIONS PROJECT LOCATIONS � ' 11.1 h, n N ) a � , / �a PREPARED BY: Richard Weingardt Consultants, Inc, 9725 E. Hampden Avenue cm Denver. CO 80231 OR Tuft' Sbed. Inc. 1777 S. Harridan Sc. N00 Denver. CO 80210 (303) 7334833 ',ICeyLAT by Keymark Enterprises Inc. 04/06/2000 Lateral Load Analysis version 2.003 11:32 am Lateral load report for file 2585924 Page S 1 Location: Mono State: 02 Building Code: UBC97 Flexible Diaphragm Analysis Lateral Load Analysis Summary Wind Load Calculations based on the Projected Area Method Wind Speed 85. mph. Exposure B Occupancy Category IV Design Method: ASD Wall Priority File: cd_ccdbl.wpf Seismic Zone 4 Soil Type SD Occupancy Category IV Seismic Source B Fault Distance 2.0 km Top Force: Ignored Analysis Method: STATIC R Factor: 5.5 (Longitudinal), 5.5 (Transverse) Overstrength Factor: 2.8 (Longitudinal), 2.8 (Transverse) • Design Method: ASD Wall Priority File: cd_ccdbl.wpf Job Preferences Applied Use Gypsum Board - NO Use Stucco - NO Minimum Wall Sheathing Thickness - 12/32 Minimum Wall Nail Size - 6d Wall Framing Species - HEM - FIR Interior Wall Weight Used - 100% Minimum Hori. Sheathing Thickness - 14/32 Minimum Hori. Nail Size - 6d Horizontal Framing Species - HEM - FIR Holddown Offset - 4.5 in. Holddown Type, Fastener - BOLTED , SCRW Concrete Pour - SINGLE Vertical Member Thickness - 3.0 in. Wind and Seismic Shear by Section Longitudinal Analysis Level Section Wind Shear Seismic Shear 5 1 1689.1 3013.2 * Transverse Analysis Level Section Wind Shear Seismic Shear 5 1 1329.9 3013.2 * Wind and Seismic Shear by Shear Line Longitudinal Analysis Level Line Wind Shear Seismic Shear 5 1 844.5 1506.6 * 5 2 844.5 1506.6 * Transverse Analysis Level Line Wind Shear Seismic Shear 5 1 664.9 1506.6 * 5 2 664.9 1506.6 * Wind and Seismic Diaphragm Force by Section Longitudinal Analysis Level Section Wind Force Seismic Force 5 1 1689.1 2807.1 * Transverse Analysis • KeyLAT by Keymark Enterprises Inc. 04/06/200( Lateral Load Analysis version 2.003 11:32 am Lateral load report for file 2585924 Page S Location: Mono State: CA Building Code: UBC97 Level Section Wind Force Seismic Force 5 1 1329.9 2944.1 * Horizontal Diaphragm Shear and Maximum Chord Force by Section Longitudinal Analysis Level 5 Diaphragm 1 (Between Lines 1, 2) Force on Roof diaphragm: 2807.1 x 1.00 / 1.4 = 2005.1 lbs. Diaphragm Aspect Ratio: 1. Diaphragm Unit Shear = 2005.1 / 2.0 / 16.00 = 62.7 plf. Maximum Chord Force = 2005.1 x 16.00 / (8.0 x 16.00) = 250.6 lbs. Minimum Roof Material / Nailing: 7/16" APA w /8d @ 6" ( 188.6) CAM la � i � ct �(o ( Transverse Analysis Level 5 Diaphragm 1 (Between Lines 1, 2) Force on Roof diaphragm: 2944.1 x 1.00 / 1.4 = 2103.0 lbs. Diaphragm Aspect Ratio: 1. Diaphragm Unit Shear = 2103.0 / 2.0 / 16.00 = 65.7 plf. Maximum Chord Force = 2103.0 x 16.00 / (8.0 x 16.00) = 262.9 lbs. Minimum Roof Material / Nailing: 7/16" APA w /8d @ 6" ( 188.6) CAM 1 tad (' L C i r Distribution of Force to Shear Lines and Walls Longitudinal Analysis > Level 5 Shear Line 1 Length: 16.00 ft., including 1 shear walls totaling 9.00 ft. Wind Force on line: 844.5 lbs. Wind Wall Unit Shear = 844.5 / 9.00 = 93.84 plf. Wind Line Unit Shear = 844.5 / 16.00 = 52.78 plf. Seismic Force on line: 1506.6 lbs. Seismic Wall Unit Shear = 1506.6 * 1.00 / 1.4 / 9.00 = 119.57 plf. Seismic Line Unit Shear = 1506.6 * 1.00 / 1.4 / 16.00 = 67.26 plf. • Wall # 1 Length: 9.00 ft. Height: 8.09 ft. Aspect Ratio: .9:1 Holddown offset: 4.5 in. HD length: 9.00 - 4.5 / 12 = 8.63 ft. Seis Force on wall = 9.00 x 119.57 = 1076.1 lbs. When force from Left , Overturning Moment = - 8710.0 ft *lbs When force from Right, Overturning Moment = 8710.0 ft *lbs Left Dead Load Resisting Moment = 4737.0 x .90 = 4263.3 ft *lbs Right Dead Load Resisting Moment = - 4926.0 x .90 = - 4433.4 ft *lbs Wall Support reactions when force is from the Left : Left end: -515.6 lbs. Right end: 1481.9 lbs. ANCNPI ..''LT Wp H - Wall Support reactions when force is from the Right: E -XC( -t) ACTUAL. LLPU FT Left end: 1462.1 lbs. Right end: -495.8 lbs. (Negative wall support reactions require holddowns) Holddown: Simpson Strong -Tie PHD2 w/ 5/8" anchor, 10 SDS1 /4x3 screw Minimum Wall Material / Nailing: (for 164.0 plf) 3/8" C -D or C -C Sheathing or Plywood panel siding, 6d @ 6" Note - Common or galvanized box nail, 1 1/4" framing penetration Wall Sheathing Load / Code Allowable Capacity: .7291 KeyLAT by Keymark Enterprises Inc. Lateral Load Analysis version 2.003 0 1:32 C 1 11:32 a Lateral load report for file 2585924 S Location: Mono State: CA B Page Building Code: UBC97 Drag # 1 starts at 9.00 ft. and has length of 7.00 ft. Top Plate At 9.00 ft. Drag Force = 470.8 lbs., Chord force = 258.8 lbs. At 16.00 ft. Drag Force = .0 lbs., Chord force = .0 lbs. > Maximum Drag / Chord Force on shear line: 470.8 Suggested Drag Connector: Simpson ST2115, 10 16d nails ( 600.0) > Level 5 Shear Line 2 Length: 16.00 ft., including 1 shear walls totaling 16.00 ft. Wind Force on line: 844.5 lbs. Wind Wall Unit Shear = 844.5 / 16.00 = Wind Line Unit Shear = 844.5 / 16.00 = 52.78 plf. Seismic Force on line: 1506.6 lbs.• 52.78 plf. Seismic Wall Unit Shear = 1506.6 * 1.00 / 1.4 / 16.00 = Seismic Line Unit Shear = 1506.6 * 1.00 67.26 plf. / 1.4 / 16.00 = 67.26 plf. Wall #5 Length: 16.00 ft. Height: 8.09 ft. Aspect Ratio: .5:1 Holddown offset: 4.5 in. HD length: 16.00 - 4.5 / 12 = 15.63 ft. Seis Force on wall = 16.00 x 67.26 = • When force from Left , Overturning Moment = 871 lbs. - 8710 When force from Right, Overturning Moment = .0 ft *lbs Moment = 8710.0 ft *lbs Left Dead Load Resisting 15210.7 x .90 = 13689.7 ft *lbs Right Dead Load Resisting Moment = - 15210.7 x .90 = Wall Support reactions when force is from the Left ; - 13689.7 ft lbs Left end: 311.2 lbs. Right end: 1400.0 lbs. Wall Support reactions when force is from the Right: Left end: 1400.0 lbs. Right end: 311.2 lbs. (Negative wall support reactions require holddowns) Holddown: No Uplift; Holddown Not Needed Minimum Wall Material / Nailing: (for 164.0 plf) 3/8" C -D or C -C Sheathing or Plywood panel siding, 6d @ 6" Note - Common or galvanized box nail, 1 1/4" framing penetration Wall Sheathing Load / Code Allowable Capacity: .4101 Transverse Analysis > Level 5 Shear Line 1 Length: 16.00 ft., including 1 shear walls totaling 16.00 ft. Wind Force on line: 664.9 lbs. Wind Wall Unit Shear = 664.9 / 16.00 = Wind Line Unit Shear = 664.9 / 16.00 = 41.56 plf. 41.56 plf. Seismic Force on line: 1506.6 lbs. Seismic Wall Unit Shear = 1506.6 * 1.00 / 1.4 / 16.00 = 67.26 plf. Seismic Line Unit Shear = 1506.6 * 1.00 / 1.4 / 16.00 = 67.26 plf. Wall Of Length: 16.00 ft. Height: 8.09 ft. Aspect Ratio: .5:1 Holddown offset: 4.5 in. HD length: 16.00 - 4.5 / 12 = 15.63 ft. Seis Force on wall = 16.00 x 67.26 = When force from Left , Overturning Moment = 871 lbs. g When force from Right, Overturning Moment = -8710.0 ft *lbs Left Dead Load Resisting Moment = 33080.3 x .90 = 8710.0 ft *lbs Rig Dead Load Resisting Moment = - 33080.3 x .90 = 29777 ft* Wall Support reactions when force is from the Left ; -29772.3 ft lbs Left end: 1316.4 lbs. Right end: 2405.1 lbs. Wall Support reactions when force is from the Right: Left end: 2405.1 lbs. Right end: 1316.4 lbs. (Negative wall support reactions require holddowns) Holddown: No Uplift; Holddown Not Needed KyLAT by Keymark Enterprises Inc. 04/06/20' Lateral Load Analysis version 2.003 11 :32 al Lateral load report for file 2585924 Page S Location: Mono State: CA Building Code: UBC97 Minimum Wall Material / Nailing: (for 164.0 plf) 3/8" C -D or C -C Sheathing or Plywood panel siding, 6d @ 6" Note - Common or galvanized box nail, 1 1/4" framing penetration Wall Sheathing Load / Code Allowable Capacity: .4101 > Level 5 Shear Line 2 Length: 16.00 ft., including 2 shear walls totaling 8.00 ft. Wind Force on line: 664.9 lbs. Wind Wall Unit Shear = 664.9 / 8.00 = 83.12 plf. Wind Line Unit Shear = 664.9 / 16.00 = 41.56 plf. Seismic Force on line: 1506.6 lbs. Seismic Wall Unit Shear = 1506.6 * 1.00 / 1.4 / 8.00 = 134.52 plf. • Seismic Line Unit Shear = 1506.6 * 1.00 / 1.4 / 16.00 = 67.26 plf. Wall #2 Length: 4.00 ft. Height: 8.09 ft. Aspect Ratio: 2.0:1 Holddown offset: 4.5 in. HD length: 4.00 - 4.5 / 12 = 3.63 ft. Seis Force on wall = 4.00 x 134.52 = 538.1 lbs. When force from Left , Overturning Moment = - 4355.0 ft *lbs . When force from Right, Overturning Moment = 4355.0 ft *lbs Left Dead Load Resisting Moment = 2067.5 x .90 = 1860.8 ft *lbs Right Dead Load Resisting Moment = - 5131.5 x .90 = - 4618.4 ft *lbs Wall Support reactions when force is from the Left : Left end: -688.1 lbs. Right end: 2307.9 lbs. ANG1- 101Z WACA Wall Support reactions when force is from the Right: A Left end: 1553.9 lbs. Right end: 65.8 lbs. D ALT�� PG� (Negative wall support reactions require holddowns) Holddown: Simpson Strong -Tie PHD2 w/ 5/8" anchor, 10 SDS1 /4x3 screw Minimum Wall Material / Nailing: (for 164.0 plf) 3/8" C -D or C -C Sheathing or Plywood panel siding, 6d @ 6" Note - Common or galvanized box nail, 1 1/4" framing penetration Wall Sheathing Load / Code Allowable Capacity: .8202 Drag # 1 starts at 4.00 ft. and has length of 8.00 ft. Top Plate At 4.00 ft. Drag Force = 269.0 lbs., Chord force = 188.0 lbs. At 12.00 ft. Drag Force = -269.0 lbs., Chord force = 188.0 lbs. - Wall # 2 Length: 4.00 ft. Height: 8.09 ft. Aspect Ratio: 2.0:1 Holddown offset: 4.5 in. HD length: 4.00 - 4.5 / 12 = 3.63 ft. Seis Force on wall = 4.00 x 134.52 = 538.1 lbs. When force from Left , Overturning Moment = - 4355.0 ft *lbs When force from Right, Overturning Moment = 4355.0 ft *lbs Left Dead Load Resisting Moment = 5131.5 x .90 = 4618.4 ft *lbs Right Dead Load Resisting Moment = - 2067.5 x .90 = - 1860.8 ft *lbs Wall Support reactions when force is from the Left : Left end: 65.8 lbs. Right end: 1553.9 lbs. AN e fO LT ` ASH Wall Support reactions when force is from the Right: 6Xc D ACTLAAL IA,Fury Left end: 2307.9 lbs. Right end: -688.1 lbs. (Negative wall support reactions require holddowns) Holddown: Simpson Strong -Tie PHD2 w/ 5/8" anchor, 10 SDS1 /4x3 screw Minimum Wall Material / Nailing: (for 164.0 plf) 3/8" C -D or C -C Sheathing or Plywood panel siding, 6d @ 6" Note - Common or galvanized box nail, 1 1/4" framing penetration Wall Sheathing Load / Code Allowable Capacity: .8202 > Maximum Drag / Chord Force on shear line: 269.0 Suggested Drag Connector: Simpson ST2115, 10 16d nails ( 600.0) Wall Load / Code Allowable Capacity Data KeyLAT by Keymark Enterprises Inc. O4/06/2OC Lateral Load Analysis version 2.003 11:32 a Lateral load report for file 2585924 Page S Location: Mono State: CA Building Code: UBC97 (Number > 1.0 = Wall Sheathing Overstressed) Maximum: .8202 Minimum: .4101 Average: .6380 END OF SUMMARY REPORT • • • • • '11, Richard Weingardt Consultants Prate»,onat engineer, Protect L Fi te V4mCe,. Suolect P Oesigflea By Cate Cetalls ChecxeC 9y- Ca;e �— /ALT. roP } . EM p 7 A oci -top ) v 4" MAN. 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(fri - -: - Fy . i _ 1 ; 4 02 5 ) —_Y291__zWt - <iryitn= / k ---- - • • . _ . . .....___ • ls�!.; • u•1 ! : . 1 : - 1 : .1 .1 : C; FFSIIED CufPOR.\i:, .. '.....1:1:1... Z' :' •Oq i . i , I CBO E /aluation'Serv�ce, Inc. • ":,ref B • ••• A :ubs c On of :h? 1r1 :?rna.l Or.ai _ r- - r,c_ CI �: Officials EVALUATION REPORT Repor Nc. 4420 C»,,- 0 1994 C3C Eval -whom Service. irc. Mara... Filing Category: FASTENERS -Steel Gusset Plates (0661 TECH -i. TEEC3I.II AND TECH-ill METAL TRUSS CONNECTOR PLATES Fittings EAGLE METAL PROO2CTS IV flndl :,s Tar the Te :h. -l. Tech-II aid Tech ill Metal Truss Cannee- MABANK, TEXAS 75147 POST OFFICE 807 1267 for Plates d esc ribed to this report comply with the 1991 Uniform Bu/ /d• I. Subject: Tech -I, Tech-II and Tech -t:( Metal Truss Connector Plates. ing Cole". :abl,ect to the lollewing :on•!iltois: II. Description: A. General: The Tech -i. Tech -il, and Tech -Ill Metal Tr• :ss 1. The :onnectors are Installed ss set forth In this report and the Connector Pates are flat steel plates designed to connect wood members: lhaaulacturer: Instructions. i.e . ect:-i and Tech•il t uss connector plates a-e :dent.'cal except that the 2. allowable load: are as set forth in Table Ho. I. • Tecn -t plates are punched trom No. 20 gauge galvanized sheet steel and 3. The a:lawabte toads may be Increased far duration of toad is the Tecn -II slates are cunchec 'ran No. 18 gauge sheet steel. The Tech -I ac-ordzice with Section 2504 (c) 4 of the :ode. ant ef 4. l plates nave eight teeth per square inch. The Tech-Ill plates are 4 Wna, Urstes u1 la ideate* with partially seasoned ar'met ttiln pl are from No. 16 gauge steel and have six teeth per square inch. The , truss plates ed ates are formed in. a piercing die which pun her. the design of Individual truss members and tnuss must be punches two teeth with a 90-de- , adjusted la accordance with Table No- member: S In m Stan - gree offset from each other simultaneously from same hale. The teeth Gard N3.25.17. Plans submitted to the building official lot ap- ace approximately 5 1 1 6 inch :Ong and '/6 bch wide and have cppestng proral must indicate a maximum moisture content for the wood scar points. Eac:t set of teeth s spaced I Inca on center across the plate at time of plate application. length and is offset approximately '/6 inch from each other. ' The Tech -I ar.d Tech-II teeth are spaces approximately 1 /5 inch apart 5. Stresses in Chapter at the net sectfc r 27 of the code. Maximum allowable n of the steel plate cannot exceed vat- across the width of pate. Teeth are arranged in ues pe rmitted pairs with a clockwise tensile !cants detecnCr,e,d by multiplying the efficiency ratio in or courteTtocavise• rotation. ; his pattern Is repeated continuous iatle N:. I times the gross area of the plate times lh :steel de- across the plate. The Tech-I:1. teetti are spaced approximately ice inch sign stress. • apart across the plate width and every other pair of sets of teeth are pre - ceeec ano tcllcwed by one set cf teeth in a counter rotation. The plates 6. Carnet :ors are i •.started In paters on each side of the wood math= are exalted to wood members in pairs on each ace of each joint w:th a . • hers connected and must act he Installed at knot locations. power press constnlctaC :.9 aitxsCa.c: with manufacturers spectflea• - 7. 'h ere 3 one -hour fire-resistive rating Is required, see Evaiaa- dons. Allowable hoods are snavrn in Taoie ;foe I. Dosed on gross area ;ict Reaa's Ras. ',3E2 or 1632. . • 6. T e atiow3bte t331 values are recommended GO when plans E. Material. The plates are formed from minimum ASThl A 44o. tirade truss designs Ina calculations are submitted and accepted bt A No. O. No. 18, and No.16 gauge steel .ompiyi: g with U.B Standard the bultding ctil:iat showing. se meth nee with the Unilorrn Band - N:,. 27 -1. The plates are ga:•,ar.ized with a G60 ccatirg in 4ccardan :e ice; Coca aads estfyil t hatVas :fabricationand ;ion a?C:t ASTM A 525. to • c+tCe: In a : :.._ =,.ce 'Hi :` Section 2510 (1) of the code. C. :dentifiealion: The _ag'e ?/ELT. Pr.C;iLa ,liens are itlemified by an S. Pie trusses are to be individually designed in accordance veitr . err hosseC ? for the Tech -I (No. 21-gauge.), EE ter tie Tech -:l (18 gauge, the recogni zed engineering principles. SEE :or Its test -lit (No. to gauge arc.for a fast dni rg permanent Irk 1993 Ac :ur._iati•re Sup ;lenient lo the J,3.::.: This report is ratfect_': application with :he same 3esigrtattons. '3 ''ne sup,larner:. A. Evidence Submittea: Results of load tests and descriptive detai :s in ::rr.puance with U.B.C. Standard No. 25 -1 ?. This report is sublect'a.re- examination in awn years TAB L_ N0. t- ALLOWABLE LOAD IN POUNDS PER SOLIAKE_ INCH OF GROSS ?LATE CONTACT AREA' IuMIO1 snCtLI t [MCCICT UDC I 1 treviceMML +Ill , ntsiOVI T 3CVTil5 NPire I :lug LA:l 4AACie - WOW . :Ate VI.1 I 7e liftmen :Ir tetra atut oaf 1 Wtrr a;au fits Sinaloa al :af afa I fYfAa1a17ae one ,) Ii , i .r' it lima Via I ii 4i4t o :t>.d .+n `s 9!t0103U tU bCemeg% . .mut4•%t - Odell a IN lawn Mood t wa WlW - "M t:tie:se,lt► 1134 8101 1 w elt :ma a 1e rats •'M Mete M M Yeti 3134 :, m • ' rf.e :f ►'.1'S 10,1 No ! .fe'or0o 1 Oita ‘So l Ma lair i Oa4 't,}i j 116 ila ! sots .3° ! ,P II Ica . 1a la 45 1 1 3 1010 1 3° i �.. _ f .cc :.sC II t ..i ! .0 aa1 ;e t!' 130 IJv ( 140 I tee j tJJ I i = - i i' I el Teen.: 113 :d I l :: : 4C I 1 . 5' I : Tee, -it 1 cause : :3J 1 :3J % ;Jr; :a0 ; I6J SO 1:J � :a; I 121: I i4 45. I - :en•i11 1S jtot<e I 115 vo) I 95 1$0 :00 S.47.. r - :6.:nu :la, P :1. •7.:v.: .5:1 1•.1 _ - ...-.. p::e •3.! 1' `...anus• ere :iced In .� : :OI :J•.ens ;�.e`t�e 3 :a•itie:: SCr:ta•Qine•;:r 4. = :. hem- .r b.:3 •�. : : :.1. 4 L'rl :c •eevgni:ea its National `:vii iuior Reear. Na. NER•I ..vatJe .1 . 'TIr.Omum .- rt•r :dC JIa1. t-34 lets Man 3•inC11-+lido ptarea. Inc ram.: is 47 per. r• • i i t: •oluation Proem: 40C30 rereatiaw Sfr+nce.: 4c., are ::tufd tor.ly to pre•i.e iaferwaran :o C:Jt :.t .wf.wia. '- : f C30. 4 :tri_n: am code Jren ■ ∎iieh ther .-ip. 1 :: j.,,;441. 4. .4144110R r.pw+I air mat to 14 :1.1111-414 as , p.' eu uing Jr shi rttei Crai7 :th :Om* :(:rtb•it: ...It rdec :,7:1:rr Jdd: e1 :.d .lag' 4 : 4e en.:Jr:e • e^ Cr .•fe'1TT.! I snow.. ;tar 4tf 4/ :1f4 to O,.Cr II pore. I rd,,; •42441,.: ,at.d cyan .mifpfnilnl :4111 :r J her :ee ~.r :a[ 1,01.3 :4)44.14d ay h• 470iic.n'. 71, %1.3C £ re., _.Jncn ,�i�ic r. tic . rfehnieai f1 ...Tat /Cole wed r , , e. : JAJhle.)f *I1 J4. ..a: +wt' nag ,n :141: :114 Jawl :Wet 12 A� a N it I frdepandeet :a�Jn ��1r•: :ma:!r*:,ry7! (C2 V Gr jfr,•er.•Ac.. esp. • ar w d .I le ,. o l, f• r. 4.• ° 7( C'naine • ae 444 j1a1r urn ■hi rep re or•tr r 44404oluc1 424444d � Pawl? 1 c :fir "Pg.?. 7.11e :1r:L■.'4f UatL OUlt tar ..711 /fd :7. atfr :n,Iwt4 4 • : ICBO Evaluation Service, Inc :•« 536C 't'rC)FRKMAN MILL ROAD • WHITTIER, CALIF•OPNiA gC6C i •?_cg . • sucs:d:ary cCrDCratro� of the International Conference of building Officio ;� . EVALUATION REPORT E.=.. .:..C•, -. , • ;`c-1 .C3C :rlit.a : :cn Seriice.:rc. . - 1,:,r•j • Filing Category: WALL COVERING (288) OURATEMP SIDING Sidi n to g ;ar.e�s `ra -ga o ca r acc�ie: h �� chcut cudg p INLAND u v eneatlr. , provided all sidin g INLAND OPERATIONS occur over `raining arc a r s e Yrccec c : eC ith a co N LUMBER COMPANY. direct POST OFFICE BOX 1120 Salt. approved caulking, flasi ing, vertical or harizonta. BONNEr"a, MONTANA 59823-1120 plaps. cr other.vise mace . .vaterrrccf. Where grooved 1.0 SUBJECT is applied ncrizcntaily !Lifer:: to `raring, vertical butt icii� :_ backed with building pacer. Duratemp Siding. • 2.4 Shear 'Nall Construction: . 2.0 DESCRIPTION Shear wall vaiues are as noted for plywood panel sid' 2.1 General: Table 23- II -I -1 of the code. Thickness at point of nailing :: Duratemp Siding is an all - veneer plywood product with a mines applicable values. hardboard - face ply. Panels are generally 4 feet by 8 feet, with 2.5 Identification: length and width tolerances of + 0 to - inch, and have a nominal thickness of 3/8 inch, '/2 inch or 19 /32 inch. The Identification of each panel is by stamp bearing the APA ' /2 inch -thick (12.7 mm) siding is available with 3/8 -inch -wide Engineered Wood Association logo. APA-rated siding :: (9.5 mm) grooves spaced 4 or 8 inches (102 or 203 mm) on mark. manufacturer's trade name, evaluation report nu. center. and is available with two groove depths: 0.250 inch (4856) and Scan rating. See Figure 1'tor typical stamp = (6.4 mm), or a depth such that the grooves do not penetrate 3.0 EVIDENCE SUBMITTED through the face layer. The 19 / 3 2 -inch -thick siding is available without grooves or with 3 /a- inch -wide grooves spaced 4 or 8 Report of tests in accordance with NER -108. quality c: • inches on center or 1 /2-inch -wide grooves spaced 12 inches. manual and product brochures. kian center. The 1 /2 -inch (12.7 mm) and 19 132 -inch sidings have 4 FINDINGS shiplap edges. The 3 /8 -inch -thick siding is ungrooved. and. g are edged. That the Duratemp Siding described in this report ii Performance Requirements: plies with the 1997 Uniform Building: Code", subj= q the following conditions: e siding panels are qualified under provisions of the APA The he siding panel construction and insta CO ted Siding Standard given in PRP - 108 - Performance N is randards and Policies for Structural -Use Panels.' which is comply with this report. .. L cr) a, ,' cognized in the :National :vatuaticn Service evaluation re- 4.2 The siding is manufactured at the Bonner pr tort NER -108. • lion facility located in Bonner, Montana, wit C low -up inspections by APA -The Engineered .3 Installation: Association (NER-0A397). When the siding is applied directly to studs. the studs are This re report is Association t to re- examination in two years spaces no farther apart than the span rating indicated on the P 1 trademark on the panel. A span rating of 16 o.c. is noted for • • the 3 !3 - inch - thick panel and 19 /32 - inch - thick panels with •••• 3 .'3-inch grooves. A span rating of 24 o.c. is noted for the • 1 .'_ - ;rc1 - thick (12.7 mm) sicing with grooves that do not gene -- APA trate the 'ace. A span rating of 16 o.c. is noted for the 1 /2- inch RATED SIDING :htc:< (12.7 mm) sicing with 0.250 -inch -deep (6. mml • 24 aC 19,'2 :NCB yr:oves. A span racing of 24 0.0. is noted for the 12 /12-inch- thick panel without grooves or with t':2 -inch -wide grooves. XERICR . 'M panels are acolied over mailable sheathing, the studs — -« • 40 ---- may be spaced at 24 inches on center. Fasteners for attach- VETO 17 ?RP-1119 :r-, siding are corrosion- resistant box, common or deformed IC3CES 48:6 snank nails. The siding is fastened directly to framing in accordance with plywood requirements in Table 23- II - 8 - 1 of F ;Gt.IFE ;_; rptC:.L :..1aE1. :re code. • e:•aluartuw /coons •I`1C3') Cluluatiun Beeler. Inc. art issn.J iolelr to provide infonssanon :o Cass .t netnews , coda ups whit.+ . •.: fait ed. a Yalu art, /w 'i ! a t est :a )c: :ousts - ltd .L /fplff.nrtn( Ifslhfdts or any afhfl ytRdttt.r inc :.7.ciflc11fr Iddr 030 td ,tor 2.: he fnd4rt4nf'trt Y Johan for use •sjthe suble sf4et eeriest,. tJ !C3U a rt(i: ao:he t ' 4 lasd fame." independent 43U ur 1414,' reehnseal Jell rebeiRad by Ail spoiitanr. The IC30 E.aluatwn i. fns. taehniae Me pilo In rest /(suits and•. nfher Jata. 3114 JOIT naf possal rest /Jolli its to mead 4•1 astaoa M rdesu' ileagaw. TI..,'. v no .ar►awq J) 1030 Bra ,rd a, wuc .1r Implied. •u ra J$ ••f(ndfwt•• or me.r mote in 1114 roan us at to any on4Ytf V.' So flu proem Thu Jitefalm.r iweluda. SW is Ill P7. • • MAR LEN FORCE NBR LEN FORCE MAR FORCE MBR FORCE JT PLATE HOR2 PERT ANG JT PLATE HORt VERT ANG LUMBER SOLUTION 3 I- 2 3.85 -2180 5- 6 7.85 2069 -2- 6 -700 3- 6 627 1 34 6 4 -14 2 -1 0 4 2X 4 3 -11 15 TOP 2X4 IIF -U2 D 2- 3 4.00 -1496 6- 1 7.85 2069 4- 6 -700 2 2X 4 3 -11 15 5 3x 6 4 -14 2 -1 0 TOP PANEL 4- S CSI= .390 3- 4 4.00 -1496 _ 3 5X 6 0 -0 3-11 0 6 3X 8 0-0 3-8 0 80T 2x4 NF-02 I 4- 5 3.85 -2180 80T PANEL 6- 1 CSI= .762 O 7- 1 .88 14 WEB 2X4 NF -Stud t 8- 5 .88 14 ti DEFLECTION JT REACT ACT BRG R[0 ERG CANT TOTAL LOAD DEF 8 PANEL 5 .217" ER co 1P 1030. 3.50° 1.70" L /DEF=883 L= 192.0 REC CUR= .20" 1 -79.N -307.0 TOTAL LOAD HOE DEF = 057" m 1 1 -307_ 3.5D" 1.70■ MAX DEF:LI.= .115• DL. .157" TL= .217' W 5R 5 -307.0 - - -- — ` NOfE:B6fue bottom chord ldith property N applied rigid ceiling designed by -n 1 1g y 0- 88 0 -0p 741 16 -0 -0 others to provide a continuously �0-A 4 0 4 -0 Q _ _ -0 - 0 I. 1p -1 braced compression chord. - 9 —I - -- - - - 3 -15 1 -7 - 15 2 - 11 15 1-7-15 ' 3-15 l DESIGN CRITERIA - A1NS1/TPI 1 -1995 SPACING 24.0 IN 0/C REP BEND --I PLATE • EAGLE METAL PRODUCTS -95 -i PLATE OUR INC =1.15 WIND LOAD: 100 MPH U) H DESIGN LOADINGS -a SEE PAGE 2 LOAD INFORMATION 5x6 - 4[,-"- 3 1- T X 14 2x4\ '� � \ � 2x4/ rn �. t Ki `I r.t . 348- T 0 I Id (Js N C1 eD 1 =o_g 8 -0 -0 — 16 -0 -0 • A raspy d dds dolga stall be ranaded to tie maims em,°.BOr. 'This weight or mecum wail all panne° boded Is to vtee. ma,ta, Of Con* , ID:P5473 \T01 O5 - - Ot design y for Tie al harass w,t�o er r (e truss). It Is based on on loagreater deal Iomts s raw be applied to de teams y 7 fnadrar tided the eoe�mtli °wubentree and whim:A in at no due. Torso shall be the_ Igo mho prior to erection to avoid damage. DATE: 53/30/00 SKEET 1 of 2 s000sdsnre with tie current versions of TPI rod NUS designstridirds. Lead bolo= mares shill be 19% or lass al Or nee of (ablution, Wen' hb respodsibiGry is nssmrad for de wormy of Info°umR�mppro.ided by sued aleswla[(I.N.U.) Combs plates Shall be mamfanured by Eagle Metal SPAN: 16- 0- 0 the sass drApes. Diversion shall be orleW by the pUnftXxet ad/or Protons (k$U 07420) from A. des Plow m 16 o ASTM A653 SQ grade 40 sod. I dNbig designer prior n fsbricaben 1 he b,ilang designer shall rrvew with G60 (run) w f in nuts m m coaling. Plates shall be a en both faces of at each t• lupoleg and es ennfigurad to ere dos kg design (Melt or meals . xc camensia° are listed width a ■ le Slots (holes) In Me Shall MI du nrrntordm j ars u ddb yaodie�lCioe�l6ail�r ,g e�,lrsCaryaession poslkl paselat7ds.5lotsln man be assln the I(EYMARK ENGINEERING 28 dohs shed be tier daoilif the 'tad or floor sleafM Moody ,rt. lint . pbte dull he (marred elinpu 11. N.O. tsrrgn mower that addprme .rated. ,mess ahervise Wore. Bosco chord dating dull be as noted. drainage will be provided to poison p refm , mid aa,rfate anchorage will be 2905 Wilderness Pt ac e, s T E 20? Brest A=va it for bawl nppoa of irdoidaran l I coraprie ws oily to pootidcd resist uplift n ,er Tle scot alibis thaalhg Winos un - e i - rob e length. It is no, wind so hoeing late d load hoeing overall ofpink:clmol engineer! tees .etsNnlity eddy Int the tmr. t Bout der, Colorado 80301 n1 building deli bracing while is Si, others. lederto IIt8.9r ff PI) for • slnwnfh 'e adnleldy use of this corporeal for s:Ocular building i L. reenrs er ' rrus bait.gandenxona DO nst ands. loath beye.d la therespanlhilhy "f do � halddesig ner,p. 1995sadm KEYsmart 3.156 SCALE= 11/32:1' • DESIGN LOADINGS _ 3 z LOAD CASE 1 LOAD CASE 2 LOAD CASE 3 WIND LOAD: 100 NPR WIND LOAD: 100 MPH CO LIVE OEM INC LIVE DEAD INC LIVE DEAD INC. t TOP . 40.0 10.0 1.15 TOP 40.0 10.0 1.33 TOP 40.0 10.0 1.33 ro BOT .0 10.0 BOT .0 10.0 80T .0 10.0 SECTION DIR LIVE DEAD SECTION DIR LIVE' DEAD _ 1 - 3 Norm -32.0 10.0 1- 3 Norm -25.0 10.0 3- 5 Nora -25 -0 10.0 3- 5 Norm -32.0 10.0 m .7- 1 Norm 93.0 10.0 7- 1 Norm -23.0 10.0 '.0 8- 5 Norm -25.0 10.0 8- 5 Norm -93.0 10.0 N ru • • O 7D� 3 • • 1 in H -1 ---I 713 0 CO • 03 ' O I 14 tT - -J W t,D ropy . • s fi dull be siehed b the MECUM aoiarcn.. This weight of cremes meal uI Neiman baring le is Owe. Ceaeausdon omen- lob ID: P5473\T01 0S Oty 7 design's for an it iclua bindle awpotem (o pw7, li 4 peed m etmio hub ginner nun the desino W aAe than not be applied to the mush spealketi ns plaided d by 9e aeaiulehaer usl l...fi. d In a any we. Tnoaav shall be pinta aids e ase n or n awion n ude DATE : 3 SHEET 2 of 2 - - mane= wile Or tares vernae of and MD6 design =dards. tramper mason contra stag be 19E m to tl Nt Gyre pi ferneatton �0 /OO No Owe designer is w du a of infonutiou initial by woad Oars .N.O. , Ceaneetor plasm dolI be segaaeured by le Meal WAIL; 16• 0- 0 the inns designer Dinotdrne d shall be vorifla b the notltdstua mans Products onto 04420) frog TO. II or Id ASTM A6S3 tK? grade 40 Wel. 0 Ieh:Wlog &si ens papa so kbrication. The bulldi shall l review with C60 (ran.) coxing. Hans shat{ be . d u s bah ?tare ems a etch _ 0 Ioadpa and inns crarycube et ensure that this design meet or suds Joke. Rae dCSres ei are toed elder s Sian Dale) in plate duel nrn kg, nuwnner loadhg 'monad by wplienble Iona bniWioe cobs. C arptoam pareUd toll* plate letlbet. SIots inpbr obe be or". to 010'8 mile draw KEYMARK ENGINEERING chords shall be hardly bread y 'Jr roefat Opel duabea�L dimab' mg 71v: plate men be emend en ran U Debgn mules the adaqoase ase4ed, unless (Eternise ranee Ibaoatebad Marine seat be as noted. drags! wall be provided to previce pareing, aryl adequate moctua= will be 2905 Wilderness Pt ac e, S TE 202 N Br sown is for labial euppms of individual tries *animate only to provided mix uplift at magas. The 'ad on thus aping ebesrc arepiver rrbr elnaIdiae kirk it is net ninha bted load toning a tnetall Ofproresdgat awaiting respwtaioy sor+ly for the tress lildingdr.i Nang witch is by when. Rear me. HlB 91 bar (tMl dn.en TT . suln11i • asooddwe cf air `• t6^ Boulde t a co lorado 80301 fT) `�� 0ay.ersdetl nuts In and e,ecmn D o an enhy �eeds responsibility *faro; G v rAN .y pt1 -1sir tanking d ` s �" KETsme 3.156 SCALE= 11/32:1' . -• b�yotd Is the r kfing dagger. per AN.C.Tfl I.179S Sealer. 2. - MAR - 19 99:53 FROM: MATT SITTIER, 3037130138 TO:3E36T17379 8.010/012 • JGB:P5473\TO1_05 DATE 3 /30/00 TIME 9:32 PAGE 1 JOB: P5473\701_05 SPAN: 16-00-00 PITCH: 4.00 TRUSS OTT: 7 LEFT OH: 0 RIGHT OH: 0-10 -08 11- 1RL_.. _ 8-0-0 1 8 -0 -0 F 10-8 4-0-0 4-0-0 _ — �J11-1R 4-0-0 4-0 -0 I, 10•_8. 3 -15 7 4 , 1 1-7-15 2.1i -15 1' 5 3.15 3xb- 224\ 3 4 5 NEEL TO PEAK 8-6-8 5 6 2 x 4 / 3x6 - RT TC W/0 OVERHANG : 8-5-3 T T \ ' � I -- i i 1T i % l r `_ ' \` 1 030M � � T 1 6 3x8- 0-0 070 I 8-0-0 _ 01 1CND1-5 YS 8.0 -G Si i' 16 0 -0 OVERALL 9-05-081 9.04-04 1 18.4// 9 -04-04 // 18.4 14 2X4 11F-N2 B/C 9 -03 -07 CND - BS S 0V - -11 -11 `0. 03.04/71.8 14.04-09 PRE -CUT 16 - - 0-03-041 71.0 0.00.00. .0 0 -00.04[ .0 1 6.00.00 7 2X4 BF-#2 B/C 16 -00-00 . I - OVERA L 2-04 -1 I L_ 2 -04.12 ip 118.4 - 10.4 • 7 2X4 NF-Stud B/C 2-04 -12 W ` . S OVERALL -' - -1 58.7/ f 4.00.00 1 15.0. / 74.6 14 2X4 HF -Stud B/C 4.02 -09 • • MAR -2000 29:54 FRAM: MATT SIT'NER 30378 09288 T0:367:7379 P.011 - 012 JOB:P5473 \T01_05 DATE 3/30/00 TIME 9:32 PAGE 2 I ..1 4 -14 r .„... ________ 1 , : ,.., . , T 1,..---1-----'-------.. 1. ,.. - . _,,- - f i->,, --_, ----[1::21:1--- i .OINTs: 3x6 M314:06e9R JOINT:2 2x4 Mg:e:13degs JCINT:3 5:c6 An 9 1e:Cdeas JOIN T:4 2x4 Aag1e :15dega T.. -----'----- ' ------ ---_, 4 1 4-14 In iiii:!!!! m i f • i I i I : JOINT'S 3x6 Angie:Odega ZOINT :S 3xe Angle:Odeya • • i i ! .. . ' I • I • I . I ' I f i ,MAR - 30 -2000 09:49 FROM:MATT SITTIER 3037809288 TO: 036717379 P.006'012 JOB:P5473 \L01_05 DATE 3/30/00 TIME 9:31 PAGE 1 JOB: P5..73 \L01 05 SPAN: 16-00-00 PITCH: 4.00 TRUSS QTY: 2 LEFT ON: 0-10 -08 RIGHT ON: 0 -10 -08 11-181 0 8-0-0 t 8-0 -0 —.. 1 1 0- 3 15 8-0-0 - 2-11 -15 8-0-0 � 1I0 8 . 3-15 HEEL TO PEAK 8 -6 -8 RT TC W/0 OVERHANG : 8-5-3 5155 — T C _12. 3x5 � ' i1 � '� 3x5 T T 4 2 3x5 �. �— i ` ` ` ` 3x5 12 i t X14 I M 4x6 �� C k ial � �`` in n' l � i � • 3x5 3x5 3x5 3x5 3x5 j C \�� 4x0 ru rn i. i 1 T l 00 r 16 -0 -0 - 070 • 16-0-0 - CHU1.2 TS Si S1 — I OVERALL 9 -CS -081 I 9.04.04 18.41! 9-04-04 J/ '.A.4 4 254 SP-#2 B/C 9-05-07 CHD3 -1 BS Si OVERALL 16 -00 -00 0-03-04/ 71.8 14-04-09 PRE -CUT 16 -00 -00 0-03. 041 71.6 0-00•C4( .0 0-00.041 .0 18 -00-00 2 2X4 SP-#2 B/C16 -00 -00 CBLK C Si OVERALL 1 -01 -13 ' 1 -09.05 18.41 -0812 I 1 .0 . 4 2X4 SP -SS N D B/C 1-09 -05 GBLK C Si OVERALL 1 -01 -13 4/ 1 -01.05 - REFER TO PREVIOUS GA3LE aLOCK TICKET . GBLK A SI OVERALL 2-04-15 01 2-04-12 ' 1 18. a • !18.4 2 2X4 sP -SS N 0 B/C 2-04-12 • • MAR -30 -2000 09:50 FRQ1:MATT SITTIER 30378 09288 TO:3036717379 P.007/012 JOB:P5473 \L01_05 DATE 3/30/00 TIME 9:31 PAGE 2 .; 1 I z . 1 ; � N � I I 1 JCSNT,- 4x6 .9A 1e:Ode s JUINT:2 5xE An 1e:909 s 9 5 g eg 707NT.3 4x6 Ang1e�G3ege - i • I I i • • • I I .I