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2012, 01-24 Permit BU-12000169 Shed Plans
• TREATED POST - 16d GALV. •• •• 2 NAILS 2" X 6' GIRT (FLAT) •• •• •• TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN (C) INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET ©GABLE WALL POSTS - 6' X 6" TYPICAL DOOR POSTS - 4" X 6' TYPICAL FOOTING DIMENSIONS, B + 8') D = 3' 0" MAXIMUM POST SPACING 12' 0" II PURLINS @ 24" 0,C,, BEARING OR JOIST HANGERS (TYPICAL) 1.4 ZcL 4-4 pc F- 0 0_ c.% • 0: Id V)13) AS DESIRED • CD Z LLI -J.--4 ce aLLL. co o X eL / C," (4 < _J ce a_ 00 I X Li :=4 1:1 111 `t. (11 / et, N.T.S, 4 SPANS 12' TO 60' PURLIN CONNECTION METHODS' A). EACH GIRT B). C), DOUBLE TRUSSES '\-o) Id et DOUBLE TRUSSES SINGLE TRUSS rA PLAN VIEW N.T.S. NOTES FOR SECTION A -A TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE qi.E:p TRUSS DESIGN BY OTHERS CD 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' 0.C., 12' BAYS DF -L #2 GIRTS FLAT @ 24' 0. C. CONCRETE FOOTING, SEE SCHEDULE EXTEND POST TO TOP OF PURL IN ROOF FASTENED TO PURL INS WITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODF AST TEKS. PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INTO EACH PURLIN. PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS "B" AND "C", TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER SEE DETAIL 2 SEE FOOTING . DETAIL ''12gt BUILDING SECTION A -A 12 1 111111PF / / ' / /%/ / / 'W 'V SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION N,T,S, NOTES FOR FRONT ELEVATION (D) HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2" X 6' OR 2" X 8" STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D 2" X 10" HEADER (:) 2" X 6" GIRTS @ 24" 0,C,, 10' BAYS, DF-L #2 2" X 6" GIRTS @ 24" 0,C., 12' BAYS, DF-L #2 CO 2" X 8" FACIA BOARDS TREATED WOOD POSTS, SIZED PER SCHEDULE TREATED 2' X 6" BOTTOM GIRT OR TREATED 2" X 10' BOTTOM GIRT SID Pulk7vacaviver loilAh6bre77°N ^k-rilon les NOTES FOR CONNECTION DETAIL o TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER O PURLIN SUPPORT STRUT 2' X "4" X FULL DEPTH OF TOP CHORD PLUS PURLIN, NAIL PURLINS -W/(3) 16d NAILS O NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. o MANUFACTURED TRUSS. NOTCH POSTS 1-1/2" EACH SIDE TO PROVIDE TRUSS SEAT. WOOD POST, SEE POST/FOOTING SCHEDULE. 0 4 - 40d GALV, NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT SOLID BLOCKING AT CONNECTION POINTS. TYP, PURLIN, SEE FLOOR PLAN FOR SIZE O 2" X 6" OR 2' X 8" TOP GIRT Si - 16d NAILS OR 3/410 M. BOLT DOUBLE OVERHEAD DOOR OPTION DETAIL 1 - TRUSS COLUMN OPTIONAL FRONT ELEVATION CONNECTION, PURLIN SUPPORT N.T.S, - 16c1 NAILS 6", 8" OR 10" POST NAILING PATTERN FOR POST LAMINATIONS NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN NOTES FOR FOOTING DETAIL 51 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING CO UNDISTURBED SOIL FOOTING DETAIL DETAIL GABLE END TRUSS 8 - 16d NAILS 2' X 6" X 18" BOLTING BLOCK 2' X 6" X 18" BOLTING BLOCK N.T.S. 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS 12 4 1 N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. CD - 3068 MANDOOR OPTION ZO OPENING OPTIONAL FRONT ELEVATION NTS. 12 SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS O HALF TRUSS DESIGN BY OTHERS (:) 2' X 10" HEADER UP TO 12' 0" DOORS 2" X 12" HEADER UP TO 20' 0" DOORS, 2" X 12" BACKED WITH 2" X 6' UP TO 24' 0" O 2' X 6" HEADER 0 4" X 6" DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2" X 6" FACER. 6" X 6" DOOR POST - 16" & 18' WALL HEIGHT W/ 2' X 8" FACER. 0 DOUBLE 2" X 6" KINGPOST NOTES FOR DETAIL 2- KNEEBRACE TRUSS TOP CHORD, DESIGN BY OTHERS TRUSS BOTTOM CHORD, DESIGN BY OTHERS 0 2" X 6" DF-L #2 EACH SIDE 0 WOOD POST, SEE POST/FOOTING SCHEDULE CD 4 - 16d GALV, NAILS, EACH SIDE 1), KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/410 THRU BOLTS, EACH LOCATION. 3 DETAIL 2 - KNEE BRACE N,T.S, BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psl, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksl. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING: TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS PIS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2" X 4" WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE "RAT -RUN' WEB 10d NAILS @ 6' 0,C, Od NAILS @ 6" O.C. " X 6" OR 2" X 8" X 4" L-BRACE L-BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B SECTION B-B AT INTERIOR TRUSSES AT GABLE END TRUSS TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING GABLE END TRUSS (ED DOUBLE INTERIOR TRUSSES 0 2' X 4' X-BRACING @ 10' 0" 0.0. 2" X 4' BOTTOM CHORD BRACING @ 101-0" 0,C, OR, AS SPECIFIED BY TRUSS MANUFACTURER (5) TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING sc‘ c s, Nir TYPICAL SIDE ELEVATION N.T.S, NOTES FOR SIDE ELEVATION 2" X 8" HEADER (iD 2" X 10" HEADER FOR 10' & 12' SLIDING DOORS 2" X 8" HEADER FOR 8' 8( SMALLER SLIDING DOORS N.T,S, SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED ROOF STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT * FIELD SCREW& #1O x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) EAVE AND RIDGE PURLIN SCREWS! #14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED 114 ENDWALL STEEL! 29 GAUGE GRAND -RIB III, 36' WIDTH UR EQUIVALENT * FIELD SCREWS' €10 x 1 1/2' € 9' 0.C. <NEXT TO HIGH RIB) 114 BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS' #14 x 1 1/2' e BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM_ SCREWS e ENDWALL BASE GIRT ACROSS ENDWALL DOOR _WARLINDERS & GABLE END TRUSS TOP CHORD, EAVE & RIDGE PUS ON ROOF 1•8110.01.141%114101001111,\••••1114%1•1•1•111•••••1/%1101141M•n••••••••••••••• DIAPHRAGM SCREWS: TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS 0 \OPAL 4 9 7 W4.,OF U\LOINGS •Cc.,(c. \c, NOT To ',.,"Ve •<''' 0 (Th (:),\-, 1.F TH% SEAL NOT `" PRINTED IN RED fxs. TH WE OR REPRODUCTION OF ".'" PLAN Or 2LUEPRINT MAY -M 4NFRINGEMENT OF THa COF'YFIIGHT ACT PPyRIGHTPRO- ION CT CO EXPIRES 12/29/07 N.T.S POST/FOOTING SCHEDULE 12' - A' spAws, 30 8L 40 PSF LIVE LOAD POST COLUMN FOOTING - KNEE BRACE CONCRETE 'SPACING "H' W X D "B" DIA 'T' REQUIRED VOLUME, YD 101-0" 0'-0" 6" X 6" 10" 3"-0" NO 0.20 1041" 10%0" 6" X 6" 18" 310" NO 0.20 1010" 1210" 6" X 6" 10" Pp" NO 0.20 1041" 14'47" 6" X 6"111//2" X 6" 10" 3'41" NO 0.20 10'41" 16%0" 6" X 8" 20" 3111" NO 6.24 1010" 1131-0" 6" X 10" 20" 3'-0" NO 0.24 10%0" _ 211*-0" ... 6" X 10" 21" 3'41" NO 0.27 12-0" Os-0" 6" X 6" 26" 3"-0" NO 0.41 12.0" 1010" 6" X 6" 26" 310" . _ NO 0.41 12-0" ---128" 121-0" 14*-11" 6" X 6" W12" X 6" .. ...._ _._ . _ I" X 6" W/2" X 611 26" 26" 3'41" 310" NO . . _ NO ....... 0.41 ... ... 0.41 _. 12.0" 1614)" il" X 01. W/2" X 6" 26" 311" NO 0.41 12-0" 1810" 6" X 0" W12" X 6" 26" 3'8" NO 0.41 12%0" 20"-0" 6" X 10" W/2" X 6" 26" 3%2" NO 0.44 POST/FOOTING SCHEDULE 30' SPANS, 30 8.40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING '11" W X D "B" DIA. 'T' REQUIRED VOLUME, YD3 10.-0" 01-0" 6" X 6" 26" 3110" NO 0.41 10.-0" 16'0" 6" x 6" 26" 3•0" No 0.41 10.-0" 12.4r 6" X 6" W/2" X 6" 26" 310" NO 0.41 1016" 141-0" 6" X 6" IN/2" X 6" 26" 310" NO 0.41 1010" 161-0" 6" X 0" 26" 3'-U" NO 0.41 io..o" 16'0" 6" x 8" W/2" X 6" 26" re" No 0.41 101-0" . 201-011 6" X 0" 1Al2"X 611 26" 31-0" NO 0.41 itNI"- 221-011 6" k. itriiii4. X 6" li.. 3'.2.. ---kii 0.44 10.0" 24%0" 6" X 12" 26" 3%3" NO 0.45 12-0" 816" 6" X 6" 26" 31-0" NO 0.47 12-0" 1010" 6" X 6" 28" 310" NO 0.47 12-0" _ 1210" 6" X 6.-W/2" X 6" 28" 310" NO 0.47 12-0" 1410" 6" X 8" 28" ru" No 0.47 12-0"_ _1610" 6" X0"111//2"X6" 28" 310" NO 0.47 120" _ ID'-!)"i.- 6"X ir 20" 3....0" NO 0.47 12-0" _. 20'-0" 6" X 12" 28" 310" No 0.47 12-0" _ 2210" 6" X 12" W/2" X 6" 26" 312" NO .... 0.5 12-0" 2410" 6" X 12" 28" 310" No 0.66 POST/FOOTING sCHED& ULE 36' SPANS, 3040 PSF LIVE LOADI POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD3 10'0" 0141" 6" X 6" 20" 310" NO . . . 0.47 io.-0" _ . . 18'0" . _ 6" x 6" 28" 3•0" No 9.47 16'4" .. 12%0" fi" X 6"W/2" X 0" 28" 3'4" No 0.47 1010" _ 141-0" 6" X 6" Wf2" X 6" 28" 310" NO 0.47 1010" 1610" 6" X 0" 26" 310" NO 0.47 10.41" 113'8" 6" X 8"Wf2" X6" 28" 3'41" NO 0.47 10'4r 21r-0" ... 6" X 10" 20" 3'41" _.... NO 0.47 ..... 10'41" 22"-0" 6" X 10" W/2" X 6" 20" 311" NO ... . . ..._. ._.. 0.47 10.-0" 24'-0" 6" X 10" W/2" X 6" 20" 3'-2" YES 0.50 12-0" 1 8.-0" 6" X 6" .. . .. .... _... . 32" 311" NO ._ ... _.... ._. 0.62 12-0u 101-0" .... 6" X 6" _ .... _ 32" 3'8" NO 0.62 12-0 "- 12*-0" ti" X 6"1A1/2" X 6" 32" 311" NO 0.62 12-0" 14•47" 0" X 8" . _ 32- 3*-0" No 0.62 12-0" 161-0" 6" X a" W/2" X 6" 32" 3141" NO 0.62 12-0" 10%0" 6" X 117" 32" 3"-0" No 0.82 12-0" 20*-0" 6" X 111" 1A.12" X 6" 32" 3'41" _ NO 0.62 _ 12-0"- 22%0" 6" X 12" 32" 3%2" NO 0.66 12-0" 241-0" 6" X 12" W/2" X 6" 32" 3'-3" NO 0.68 POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING '11" W X D "B" DIA. 'T. REQUIRED VOLUME, YD3 10'41" _ . . 9'-0" .. ._. 6" X 6" 30" 31-0" NO 0.55 10.-0" 10*-0" 6" X 6" 30" 311" NO 0.55 10'.0" 12'.0" 0" X 6" W/2" X 6" 30" 3'.!)"_ 0" NO 0.66 10'41" . 1041" 141-0" 16'-!)" 6" X 6" V1/12" X 611 " 6X 0" 311" 30" 310" 3.4r. NO YES 0.5566 ._ - 10%0" ur.B., 16'47" firm.. 6" X 8" W/2" X 6" 6,.. x on wir x on 30" _ 30" 3'41" rt., NO NO ......--1. 0.66 0.55 10'41" .. _ 10'-0" 20'47" . . 22'-0" 6" X 10" 30" 30" ro"..__ 3'-0" NO 0.66 0i.6---- 6" X 10" 1TV/2"_X 6" hio 10:4r 24'47" 0" X 12" .----je 3'.....'.. YES 0.8--- 12-0" • 12-0" 01-0" 1010" 6" X 6" 33" 310" .._.. 310" i ; 1 • ' , • • • . . Z Z Z : Z Z Z z I 0 0 0 0 0 0 0 0 0 1 , • . . . , . . . , , . 0.66 6" X 6" 33" 0.66 ._ ._. 12.0" 12'-!)" 6" X 6" W/2" x 6" 33" 3'.!)"_" 0.66 12-0" _ 1410" 0" X 0" 33" 310" 0.66 .._ 12-6" 1610" 6" x 6"W/2"k 6" 33" ro" 0.66 12-0" 1010" 6" X 10" 33" 310" 0.66 121" 26%0" 6" X 10" tN/2" X 6" . 33" 3'41 0 66 • 12-0" 22'43" 6" X 12" 33" 3'-2" . ... 0.70 12-0" 24'0" 6" X 12" W2" X 6" 33" 3'-2" 0.72 POST/FOOTING SCHEDULE 481T0621 SPANS, 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD30 101-0" 91-0" 6" X 6" 34" 31-0" NO 0.70 10.-0" 10*-0" 6" X 6" 34" 3.41" No 0.70 ---10'41"-- _ . 12%6" 0" X 6" W/2" X 6" 34" 3'41" No 0.70 1041" 141-0" 6" X 6"1N/2" X 6" 34" re" NO 0.70 1041" 16'47" 6" X 8" 34" 3'0" .310" - YES • .._. 0.7D 10.-011 161-011. 6" X 0" 101/211 X 61. 34" NO 0.70 -.-10.0" 161-0". 6"k tr' Vvy2" X 6" 34" 310" NO 0.70 1041" 2cr-D' 6" x 10" 34" 3•0" YES 0.70 .._101-6" 10-0" 2210" 24'.!)"tO.Wii.ii4. 6" X 1U"vtt.27.X 6" k 8"--34.' 3411_ - 310" -3qiii- NO 0.70 YES .... 0.70 12-0" 81-0" 6" X 6" 36" 310" . NO 0.70 1243" . 10%6" 6" X 6" W12" X 6" . . 36" 3'.11" No . _ 0.79 12-0" 1210" 6" X 6" W/2" X 6" 36" 31-0" NO . 0.79 12.0" 14.0" ir x cr. 36" 310" NO 0.79 ...._ _ 12-0" 16'0" 6" x 8" W/2" x 6" 36" 3'41" No 039 12-8" 1810" 6" X 10" 36" 310" YES 0.79 12-011 0...6" 6" X 10" W/2" X 6" 36" 3'41" NO 0.79 12-0" 22'-0" 6" X 12" W/2" X 6" 36" 3'2" NO 0.83 12.0" 24'47" ti" X 12" V1112" X 6" 36" 31-2" No 0.83 POST/FOOTING SCHEDULE 541T0601 SPANS, 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING '11" W X D "B" DIA. 'T' REQUIRED VOLUME, YD3 10'-0" 041" 6" X 6" 36" re" 1 ; 1 ; • : ; . 1 , , , 1 , g.z:g.z.z.z z'z z ,0ril 0,0 0 0,0:0 : I 0.79 10.-0"_ ..11r.0" 0" X 6" 36" 3'.0" 0.79 .10141" 12'-0" 6" X 6" W/2" X 6" 36" TV"- 0.76 10.-0" 1410" 6" X 8" 36" .310" 0.79 10.-0" 16'-0" 6" X 8" 1N/2" X 6" 36" 3'41" 0.79 10%0" 10'-0" 6" X 10" 36" 3'41" 0.79 10.41" 20'-0" 6" X 10" W/2" X 6" 36" 310" 0.79 10'43" 221-0" 6" X 10"W/2" X 6" 36" 310" 0.79 10.4I" 2410" 6" X 12" 30" 3..2-;. 0.83 12-0" 010" 6" X 6" 40" 3'41" NO 0.97 12.0" 10'47" 6" X 6" W/2" X 6" 40" TT" NO 0.97 12-0" 12'-0" 6" X 0" 40" 3'41" NO 0.97 12.0" .. 14*-0" 6" X 0" W/2" X 6" 40" ...._ 3111" NO 0.97 12-0" 16'6" 6" X 8" 4102" X 6" . 40" re" No 0.97 12-0" 10'-fi" 6" X 10" 40" 3'41" YES 0.97 __12-0" 4.-0" 07 K 1 0"_VV/2" X P" 40"._ ..0" NO 0.97 .12-0" 22'-0" 6" X 12" W/2" X 6" 40" 3'41" NO 0.97 1 12-0" ..-- 24'47" 6" X 12" W/2" X 6" 40" 3'.2" NO 1.03 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 1 6'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF' 20"0 X 31-0" DEEP FOR WALL HEIGHTS TO 161-0", ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". WAMBEKE ENGINEERING 2913 E. 61st Court Daniel Wambeke, P. E. Spokane, WA 99223 ete.honei 509-443-6186 Fax 509-448-6582 e-mall dwambeke@risn.cort LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS 30 & 40 PSF LIVE LOAD QUALITY STEEL BUILDINGS, INC 7810 NORTH MARKET SPOKANE. WASHINGTON 99207 BY DRAWN WAMBEKE CHECKED DATE 01-08-06 DRAWING No,. QUALITY.IBC2003-06 REV, REV BY DATE DESCRIPTION OF CHANGE PROJECT NO, 2006 SCALE! N.T.S. SHEET' 1 OF 1 PURLIN SIZES AND SPACING USE 2' X 6' DF-L #2 @ 2' 0' O.C., 8' BAYS USE 2' X 6' DF-L #2 @ 2' 0' ❑.C,, 10' BAYS USE 2' X 8' DF-L #2 @ 2' 0' ❑.C., 12' BAYS 8' 0' TO 14' 0' EAVE HEIGHTS PURLIN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON J❑IST HANGERS OR EQUAL. %.*1-74r Q1) WW1 • 4, s NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S MAY BE OPEN OR ENCLOSED USE 2' X 6' DF-L #2 GIRTS @ 2' 0' O.C. FOR 8' BAYS USE 2' X 6' DF-L #2 GIRTS @ 2' 0' O.C. FOR 10' BAYS USE 2' X 6' DF-L #2 GIRTS @ 2' 0' O.C. FOR 12' BAYS 4 . • a NOTES FOR LEAN TO CONNECTION DETAIL 0 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. 0 TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. 0 3/4' DIA. MACHINE BOLT 0 2' X 6' X 24' DF-L CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. 0 TYP. PURLIN, SEE CHART AT LEFT FOR SIZES. 0 2" X 6' OR 2' X 8' EAVE GIRT 0 2' X 6' DF-L GIRTS @ 24' O.C., TYPICAL 8', 10' OR 12' BAYS 0 6' X 6' FULL SIZE LEAN TO POST 0 16d NAILS 0 LEAN-TO RAFTERS - SEE CHART & SECTION A -A 8' 0' T❑ 14' 0' EAVE HEIGHTS LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE NOTES FOR F❑OTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO ❑BTAIN FULL BEARING C3 UNDISTURBED S❑IL • SQ ARE OR RIUND FOOTING DETAIL N.T.S. N.T.S. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER ACCORDING TO IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF IBC 2003. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. NOTES FOR LEAN TO CONNECTION DETAIL S1 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PR❑VIDE TRUSS SEAT. 0 TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. 0 3/4' DIA. MACHINE BOLT - NOT REQ'D ON ENDWALLS 0 2' X 6" X 24° DF-L CONNECTION BLOCK. PR❑VIDE BLOCK EACH SIDE OF POST. 0 TYP, PURLIN. SEE CHART AT LEFT FOR SIZES. 0 2" X 6' OR 2' X 8' EAVE GIRT 0 2' X 6' DF-L GIRTS @ 24' ❑.C.. TYPICAL 8', 10' OR 12' BAYS 0 6' X 6' FULL SIZE LEAN TO POST 0 16d NAILS l0 LEAN-TO RAFTERS - SEE CHART & SECTION A -A PURLIN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON JOIST HANGERS OR EQUAL. NOTE' PURLINS TO BE 'SPACED @ 16' O.C. UPPER HALF OF LEAN-TO SPAN TO RESIST SNOW DRIFT LOAD LEAN-TO ADDITION TO POST FRAME BUILDING STEP DOWN LEAN-TO ROOF N.T.S. RAFTER SECTION CHART SPAN BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION 8' 0' 8' 0' 30 2 - 2' X 8' 2' X 8' 8'0' ID' 0' 30 2-2"X8' 2'X8' 8' 0' 1?' 0" 30 2 - 2' X 10' 2' X 10' 8' 0' 8' 0' 40 2 - 2' X 8' 2' X 8' 8' 0' JO' 0' 40 2 - 2' X 10' 2' X 10' 8' 0' 1?' 0' 40 2 - 2' X 10' 2' X 10' 10' 0' 8' 0' 30 2 - 2" X 10' 2' X 10' 10'0'10'0' 30 2-2'X10' 2'X10' 10'0'1?'0' 30 2-2'X12' 2'X12' 10' 0' 8' 0' 40 2 - 2" X 10' 2' X 10' 10' 0' 10' 0' 40 2 - 2' X 12' 2' X 12' 10'0"12'0' 40 2 - 2' X 8' & 2 - 2' X 6' BOX 2'X12'&2"X8' 12' 0' 8' 0' 30 2 - 2' X 12' 2' X 12' 1P'0,0'0' 30 2-2'X8'&2-2'X6'BOX 2"X12'&2'X8' 1?'0'1?'0' 30 2 - 2' X 10' & 2 - 2' X 6' BOX 2'X12'&2"X8' 1?'0'8'0' 40 2 - 2' X 8' & 2 - 2' X 6' BOX 2'X12'&2"X8' i?'0"h.0'a" 40 2 - 2" X 10' & 2 - 2' X 6' BOX 2'X12'&2'X8' 12'0"lP'0' 40 2 - 2' X 10' & 2 - 2' X 6' BOX 2-2'X12' t4'0"8'0' 30 2-2'X10'&2-2'X6'BOX 2'X12'&2'X10' 14'0"10'0' 30 2 - 2' X 10' & 2 - 2' X 6' BOX 2'X12'&2'X10' 14' 0'1?' 0' 30 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' 14'0'8'0' 40 2-2'X10'&2-2'X6'BOX 2-2'X12' 14'0'10'0' 40 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' DF-L #1 14' 0' 0 0' 40 2-2'X12'&2-2'X6'BOX DF-L#1 2 - 2' X 12' DF-L #1 16' 0' ill81 0' 30 2 - 2' X 12' DF-L S. STRUCT. 2' X 12' DF-L S. STRUCT. 16'0"10'0' 30 2-2'X12'&2-2'X6'BOX 2-2'X12' 16' 0' t?' 0' 30 2 - 2' X 12' & 2 - 2' X 6' BOX DF-L #1 2 - 2' X 12' DF-L S,S, J6'a'8'0" 40 2-2'X12'&2-2'X6'BOX 2 - 2' X 12' DF-L #1 16' 0'i0' 0' 40 2-2'X12'&2-2'X6'Box DF-Lss2 - 2' X 12' DF-L S,S, 16' 0" i?' 0' 40 4 - 2' X 12' & 2 - 2' X 6' BOX DF-L S.S 2 - 2' X 12' DF-L S.S. VERT, MEMBER 16c1 NAIL @ 10" ❑,C, 2" X 6" FULL WIDTH SIMPS❑N J❑IST HANGER 2" X 6" OR 2" X 8" PURLIN F- W VERT, MEMBER 8 1/2" J 2" X 8", 2" X 10" OR 2" X 12" VERTICAL MEMBERS — SEE CHART SECTION A - A STANDARD RAFTER DETAILS FULL WIDTH 2" X 6" r- LJ A SIMPS❑N J❑IST HANGER 2" X 6" OR 2" X 8" PURLIN 8 1/2" 16c1 NAIL @ 10" D.C. 2" X 8", 2" X 10" OR 2" X 12" VERTICAL MEMBERS — SEE CHART SECTION A - A BOX BEAM DETAILS 2" X _ LAMINATED TO ENDWALL RAFTER WHERE REQ'D — SEE CHART 16c1 NAIL @ 10" D.C. 16c1 NAIL @ 10" D.C. 2" X 8", 2" X 10" OR 2" X 12" ENDWALL RAFTER — SEE CHART SECTION A - A STANDARD ENDWALL RAFTER DETAILS -.,. ��3�LDIIV� G— �,`G��,�g NGT Tp �,�C cO � �' IF THIS 9EAL /S NOT pA .d .r�� PRINTED IN RED ‹' �. , THE USE OR REPRODUCTION OF TH46 PLAN OR BLUEPRINT MAY SE AN INFRINGEMENT OF THE FED. COPYRIGHT ACT COPYRIGHT PROTECTION TO REPORT COPYRIGHT VIOLATIONS EXPIRES 12/29/07 WAMBEK Daniel Wambeke, P. E. ENGINEERING 2913 E. 61st Court Spokane, WA 99223 T+phone) 509-443-6186 Faxl" 509-448-6582 a -malt dwaribeke@msn.com LAYOUT, STRUCTURAtc DETAILS AND SPECIFICATIONS LEAN TO ADDITIONS .—'0 POST FRAME BUILDINGS 30 PSF & 40 PSF LI'tE LOAD QUALITY STEEL BUILDINGS, INC. 7810 NORTH MARKET SPOKANE, WASHINGTON 99207 BY • DRAWN WAMBEKE CHECKED 4REV BY DATE DESCRIPTION OF CHANGE PROJECT NO. DATE 1-08-06 DRAWING NO.' Q UALITY. LEAN .I BC2003-06 2006 SCALE' N.T.S. SHEET' 1 OF 1 REV.