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B06-2465 040-310-030
y krt E ,r n N yi w. Ik p y The attached envelope and approved plans must be at the job site for all inspections. Enclosed u, in the dnvelope are the following items: sidential or Non -Residential Construction Req. — Title 24 Energy Calculations = N" sneered Truss details . Structural calculations « CDF fire ;Safe requirements c r Fl `d Elevation Certificate Special Inspection Sheet Air Quality Management Dist Rule 207 Form t' t#1i}'�� 30s �* i �J S1= j • f� „ � {. t is �) rt�� '11 .. E ` tt 1�AA y _ t r 7I/lJr//GAS.dA 't, h r .. A}• t t ^� i' !}ih �.y�J: _ ; ,'� .Preys* ... }t Iii � j}ttA •1 i y' �� I�(iN '"Y� " . . . i IL ?V {i Y 1 p 0 PPr A 1 r .i �j • � fin^ t#1i}'�� �* i �J S1= j • f� „ � {. t is �) rt�� '11 .. E ` tt 1�AA y _ t r 7I/lJr//GAS.dA TO--- 5f-tuu ROOM/STA. NO. ' FROM 1107 !'0 /7 ROOM/STA. NO. REPRESENTING DATE ... TIME PHONE ATSS ❑ •� 1 ❑ Telephoned ❑ Please Call ❑ Was In Il ❑ Returned Calb ❑Will Call Again ❑ Wants To See You ❑ Information _Note and _ . - - Reply- 0 eply ❑ Comment — ❑ Re route ❑ My Signature { ❑ Investigate ❑ Return ❑ Copy Me i{ ❑ .Contod Me ❑ File ❑ Forwarded Per Request MESSAGE/KEMAKKS af BY STD 7 . 1-88)' 83 347% STATE OF CALIFORNIA ` COMBINATION OF STD 7 AND 118 (ROUTE FLIP) ANNUAL SAVINGS f8.S00. MESSAGE r CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Midpines, CA 95345 Phone: (209 )966-4844 Fax: (209)966,-4744 SHEET l OF JOB NO: D ATE: -7 ,� [1-04 ,-- > bt-4�L - f( - I 42 t s- L r Tf 6--5 BUTTE Coui-4TY n, - ;) luub VO BUTTE C UINTY UILDING4 DIVISION App VEE RA -r ck- eoey I m 411 2 '1 JI b ,1-:J, tilos D CRANDALL ENGINEERING SHEET Z OF 4958 Ponderosa Way P.O. Box 124 CA 95345 ^� JOB NO: ZaL G2,c� DATE: Midpines, Phone: (209 )966-4844 Fax: (209)966 -4744 • I.o� Iced �^' (�^'L � � �' �-6 c�i✓if G � bj rte,-.-'{�^: "r.' �"`���t� °'..� �...�..�_ I� �17,r ^✓ 411 2 '1 JI b ,1-:J, tilos D a 2.98 T r Crandall Engineering SHEET tJ OF P.O. BOX 124 -7.42 - MIDPINES, CA ,95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: DOG -140980 BUILDING LINE: 2A -4A SEISMIC CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER BRACE ROD SIZE RIGID FRAME H V 2.98 13.85 HORIZONTAL BRACE DISTANCE = 23 FT VERTICAL BRACE DISTANCE = -7.42 -2.64 -0.40 -0.24 MAX BRACE T =90% At Fy = 12.00, -12.00 2.98 13.85 10.25 1.50. 1.00 " Diameter Al = 0.61 SO. IN. HORIZONTAL BRACE DISTANCE = 23 FT VERTICAL BRACE DISTANCE = 28 FT " LENGTH = 36.24 MAX BRACE T =90% At Fy = 27.27 K H i V BRACE 17.31 21.07 REDUNDANCYIRELIABILTY FOR BB # BRACES = 6.00 ri = 0.17 BUILDING AREA = 22100 s.f. P= 1.19 OVERSTRENGTHFACTOR= 2.20 GOVERNING BRACE BAY FORCES: H V W 2.98 13.85 E (SVC) 10.25 1.50 D EWP EWS E PD Wbb Ebb D+EW+Wbb 90%D+Ebb/1.4 +30% EV1.4 RIGID FRAME H V 0.77 Crandall Engineering SHEET 4 OF P.O. BOX 124 1.19 MIDPINES, CA 95345 JOB NO: OtjO'L- 1 STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: D06-140980 BUILDING LINE: 2A -4A WIND CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER BRACE ROD SIZE D EWP EWS E PD Wbb Ebb D+EW+Wbb 90%D+Ebb/1.4 +30% EV1.4 RIGID FRAME H V 0.77 4.18 1.19 -12.95 1.19 -12.95 28 FT LENGTH= 36.24 9.00 -9.00 27.27 K 9.21 -17.77 0.69 3.76 1.00 " Diameter At = 0.61 SO. IN. HORIZONTAL BRACE DISTANCE = . 23 FT VERTICAL BRACE DISTANCE = 28 FT LENGTH= 36.24 MAX BRACE T =90% At Fy = 27.27 K H V BRACE1 17.31 21.07 REDUNDANCY/RELIABILTY FOR BB # BRACES =. 6.00 d= 0.17 BUILDING AREA = 22100 s.f. p = 1.19 OVERSTRENGTH FACTOR = 2.20 GOVERNING BRACE BAY FORCES (SVC): H V W 9.21 -17.77 E 0.69 3.76 r Crandall Engineering SHEET OF s P.O. BOX 124 MIDPINES, CA 95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER:' BUTLER BUILDING NO: D06-140980 BUILDING LINE: 2K -4K SEISMIC CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER BRACE ROD SIZE l✓ D EWS E PD Wbb Ebb D+EW+Wbb 90%D+Ebb/1.4 +30% Et/1.4 RIGID FRAME H V 2.98 9.31 HORIZONTAL BRACE DISTANCE = 23 FT VERTICAL BRACE DISTANCE = 3.48 1.82 0.10 0.17 MAX BRACE T =90% At Fy = 12.00 -12.00 2.98 9.31 10.84 -1.34 1.00 " Diameter At = 0.61 SQ. IN. HORIZONTAL BRACE DISTANCE = 23 FT VERTICAL BRACE DISTANCE = 28 FT LENGTH= 36.24 MAX BRACE T =90% At Fy = 27.27 K H V BRACE 1 17.31 21.07 11 REDUNDANCY/RELIABILTY FOR BB # BRACES = 6.00 ri = 0.17 BUILDING AREA = 22100 S.f. P= 1.19 OVERSTRENGTH FACTOR = 2.20 GOVERNING BRACE BAY FORCES: H V W 2.98 9.31(SVC) 1 E 0.84 -1.34 Crandall Engineering SHEET fD OF P.O. BOX 124 1.19 MIDPINES, CA 95345 JOB NO: � STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: D06-140980 BUILDING LINE: 2K -4K WIND CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER BRACE ROD SIZE D EWP EWS E PD Wbb Ebb D+EW+Wbb 90%D+Ebb/1.4 +30%fU1.4 RIGID FRAME H V 0.77 2.59 1.19 -9.45 1.19 -9.45 28 FT LENGTH= 36.24 9.00 -9.00 27.27 K 9.21 -15.86 0.69 2.33 1.00 " Diameter At = 0.61 SQ. IN. HORIZONTAL BRACE DISTANCE = 23 FT VERTICAL BRACE DISTANCE = 28 FT LENGTH= 36.24 MAX BRACE T =90% At Fy = 27.27 K H V 11 BRACE 1 17.31 21.07 REDUNDANCY/RELIABILTY FOR BB # BRACES = 6.00 ri = 0.17 BUILDING AREA = 22100 s.f. P= 1.19 OVERSTRENGTH FACTOR = 2.20 GOVERNING BRACE BAY FORCES (SVC): H V W 9.21 1 -15.86 E 0.69 1 2.33 SYMB :. Vx 11 Vz I Vtot T k ij STEEL - 0.00 UBC REF L Pu k 0.00 PuIpc. Lr �. VuNss i PuIPsS 0.00 a k (1:4 D + 1.7 L) , 1909.2.1, 9-1 0.00 0.00 f W1 ; r 9.00. ' 9.00 ' . - Crandall Engineering SHEET OF 9-2 W3-. } P.O. BOX 124 0.818 .W4 0.218' 0.181` 0.00. . 3 MIDPINES, CA 95345 JOB N0, 12.00- 12.00-..:. E2 - ACONCRETEtANC 1 HORAGELDESIGNt��C�ItP�BOLTiS 2r20U1�nCBG. 1- 0.000 4 � S IUCKEFR,4A BB CLIP+ ) , � ' 0.000 0:000 -. 0.000.„� ' 0.000 - 0.000. iP,ROJECT `SaMEMBER. BUTi7E�0•#,: ° i- t; ¢• ` k('0.75(1.4-D+1.7L+1.7W4)) 0.00,'.0.00- �' �� `'0.000.:. , 0.000-' 0.000. 0.000. - - 6' MATERIALS Fc- 2500 PSI SPECIAL INSPECTION X=,.." 1.0 (NORMAL WT CONCRETE) PROVIDEP: TENSION ZO E_ N N 22.95 0.432 - 0.818. 065 - - k- . 2.0 - k ( 0.75(1.4 D + O.O L + 1.7 W2)) . - ' • • Fut = 58 KSI (A-307 BOLTS) '" 0.00 .0.000 ' ° 0,000 - ,0.000 X 0.000 0.000.. - 0.000 ' 8 . k (0.75(j.4 D+ 0.0 L+4.7 W3)) ,: � BOL••T,$ THREADED OR UNiTH DEq T n 0.000 DIAMETER 1 JNCHES� FULLa�'AREA � 0 785 SQpIN (USEO FOR CONCRET STRENGTH), s' � 1* " � `' w� - , �',.§-a nna's/pp f u* 5 �S A .r� .�aes<ka - s! a +_Du x •. _ v� � ' '0.000 '. - 0.000 _ �TjENS AREA = 0 606 SQ tN(USEO FOR ST L STRENGTH) ,r � k (0:9 D + 1.3 W1) ; � _ r _ • -- 23.40' � 2 ROWS OF 2 BOLTS 4 7�TO�AL a �� 0.222 0.185' �' 11 kN0�t30LTS+ , �,�` 0.00 0.00. f, _ ' 0.000 _ EMBEDMENT= 12,OOg .INCHES 7GAGE ' n " EDGE DIST= `���: °PITCH- 4, »INCHES 4t 0.000. ,;,"-` •.• ti + ' - - STEEL: Pss = 31.6 KIPSBOLT = 126.5 KIPS TOTAL _ -0.000 +" 0.000 '.0.000 + `.0,000 0.000 4 Vs = 26.4 - '• - 105.4.-.- 13 k r0:9 D+ 1.3 W4 0.00. _ CONCRETE:tf'� �^ A) FOR EMBED <= EDGE:K .r 0.000 + • i 0.000 e - Al = 2 X EMBED X ( PITCH + GAGE) + PI EMBED12) = 628.2 SO IN r •. r', A2.= PITCH x GAGE _ ', 16.0 SO IN r .+ ' 0.000 ''►w,' - ,. k (1.2 D+ 1.6 L+,0.5 Lr) +. �.`' - -° Ap = -: 644.2,' .'SO IN -- 'r 2`' BIDNG NOTCH r 4° ✓,. + r .0.000 - R s • B) ALTERNATE,VALUE FOR Ap WHERE EDGE < ENBE ''3311.9 SO IN "tt 16 k (1.2 D + 1.6 L + 05 S) . , - 0.00 't 0.00 ,' 0.000". 0.000 -f 0.000 -'"0.000 - 0.000 - _` - 0.000. ) ' k 11.2 D + 1.6 Lr + f1 L) CONTROLLING VALUE A• 331.9 i SQ. INr 0.00 0.000 0.000 0.0000.000 .. 0.000 0.000 18 . k 11.2 D + 1.6 Lr + 0.8 W11), 12-3: 14.40 ,; -.,� 14.40 0.271. .' 0.513 `: - PHI x Pc 43.1 KIPS v '� , r.'. 0 7 19, k (1.2 D + 1.6 Lr + 0.8 W2) ,; _ . "" 6.00' 0.000 PHI x Vc 20.4 KIPSBOLT= 81.6 KIPS TOTAL �` = • 0.000 ` 0.000 .,, -• 20 k (t2'D + 1.6 Lr + 0.8 W3) 0.00 0.00 " 0.000 • 2 " t ` 0.000 12"m' ,. ,,�, ��.," SYMB :. Vx 11 Vz I Vtot T k D STEEL - 0.00 UBC REF L Pu k 0.00 PuIpc. Lr �. VuNss i PuIPsS 0.00 1 k (1:4 D + 1.7 L) , 1909.2.1, 9-1 0.00 0.00 f W1 ; r 9.00. ' 9.00 ' - ,9.00- -, W2,.,- '� .., '; 0.00 9-2 W3-. = 22.95 0.00 0.818 .W4 0.218' 0.181` 0.00. . 3 .;E1 .. ..a: a.`y.` 12.00 12.00- 12.00-..:. E2 I m 0.00 1- ' LOAD COMBINATIONS FACTORED.FORCES CONCRETE - STEEL - UBC REF Vu k Pu k VuNc PuIpc. COMBINED'. �. VuNss i PuIPsS ICOMBINED 1 k (1:4 D + 1.7 L) , 1909.2.1, 9-1 . 0.00 -. 0.00 f 0.000. 0.000 - 0.000 '•. 0.000 y 0.000 0.000 2 k10.75(1.4D+1.7L+1.7W1)) 9-2 22.95r = 22.95 0.432 0.818 0.721 0.218' 0.181` 0.080. ,a . 3 k ( 0.75(1.4 D + 1,7 L + 1.7 W2)) - 0.00. 0.00 . 0.000 0.000.. 0.000 0.000 - 0.000 0.000 4 k (0.75(1.4 D + 1:7 L + 1.7 W 3)) . - 0.00 0.00 ' 0.000 0:000 -. 0.000.„� ' 0.000 - 0.000. - 0.000 5. k('0.75(1.4-D+1.7L+1.7W4)) 0.00,'.0.00- �' 0.000 - `'0.000.:. 0.000 - 0.000-' 0.000. 0.000. - - 6' k ( 0.75(1.4 0 + 0.0 L + 1.7 W1)) 9-2 . 22.95, 22.95 0.432 - 0.818. ; 0.721 ;, '' 0.218. .. 0.181 'x ' 0.080 .7 , k ( 0.75(1.4 D + O.O L + 1.7 W2)) . - 0.00 '" 0.00 .0.000 ' ° 0,000 - ,0.000 X 0.000 0.000.. - 0.000 ' 8 . k (0.75(j.4 D+ 0.0 L+4.7 W3)) ,: 0.00 0.00 0.000 0.000 0.000 0.000` 0.000 0.000 9- k ( 0.75(1.4 D + 0.0 L +.1.7 W4)) '. • 0.00 _ 0.00 -. 0.000 +. 0.000, 0.000 .`-` '0.000 '. - 0.000 0.000 ` 10 k (0:9 D + 1.3 W1) ; 9-3 23.40 '. -- 23.40' 0.441 _ 0.834 0.745 0.222 0.185' 0.083 ' 11 k (0.9 D + 1.3 W2) r« _ 0.00 0.00. 0.000 _ ' 0.000 _ v 0.000 0.000 0.000 0.000. 12 k (0.9 D'+ 1.3 W3) - 0.00 ' 0.00 -0.000 +" 0.000 '.0.000 + `.0,000 0.000 0.000 y 13 k r0:9 D+ 1.3 W4 0.00. .. 0.00 .. .0.000. "' 0.000 •. 0.000 0.000 0.000 0.000 14 k (1.4 D) - a ,' --i 1612.2.1.12-1 ; ' 0.00 0.00 0.000 0.000. .0.000 0.000 0.000 -' 0.000 15 k (1.2 D+ 1.6 L+,0.5 Lr) +. '12-2. 0.00 .0.00 0.000 .0.000 - 0.000. 0.000 0.000, 0.000 16 k (1.2 D + 1.6 L + 05 S) . , - 0.00 't 0.00 ,' 0.000". 0.000 -f 0.000 -'"0.000 - 0.000 - _` - 0.000. 17' k 11.2 D + 1.6 Lr + f1 L) 12-3 0.00 0.00 0.000 0.000 0.0000.000 .. 0.000 0.000 18 . k 11.2 D + 1.6 Lr + 0.8 W11), 12-3: 14.40 ,; -.,� 14.40 0.271. .' 0.513 `: 0.331 .'- 0.137 - X 0.114, 0.032' 19, k (1.2 D + 1.6 Lr + 0.8 W2) ,; - 0.00 . "" 6.00' 0.000 0.000 0.000 : � • 0.000 ` 0.000 0.000 20 k (t2'D + 1.6 Lr + 0.8 W3) 0.00 0.00 " 0.000 0.000 0.000. 0.000 - 0.000 ` 0.000 21 k:( 1`.2 D+ 1.6 Lr+ 0.8 W4) - 0.00 0.00 0.000 0.000. ` • 0.000 X6.000 . 0.000. 22' k ( 1.2 D + 1.3 Wt + f1 L +0.5 Lr) 12.4 23.40 23.40 ., 0.441 0.834 f 0.745, 0.222 0.185 0.083 23 k (;1.2 D 11.3 W2 + f1 L +0.5 Lr) ' '- ". - 0.00 > 0.00' 0.000' * 0.060 0.000 ' ` 0.000 -' 0.000 - , 0.000 24 k,( 1.2 D +',13 W3 + f1 L +0.5 Lr) ' t�• ` 0.00 - 0.00 0.000 , 0.000' 0.000 -`- - 0.000 0.000 ,0.000 ' '- 25 k (,1'.2 D + 1.3 W4+ ft L +0.5 Lr) 0.00 , r 0.00 % - 0.000 0.000 0.000 0.000 `. b.000 _` !. 0.000 ''- 26 k(1.2D+1.3W1+(t1+0.55) 12.4 23.40 23.40-j, 0.441 0.834 °0.745 0.222 - 0.185,.` 0.083` 27 k (-1.2 D + 1.3 W2 + f1 L +0.5 S) r - . '0.00 0.000.000 0.000 - , 0.000 _ 0.000 0.000 0.000- 28 k 11.2 D + 1.3 W3'+ f1 L +0.5 S) 0.06 0.00 0.000 0.000 0.000, 0.000 0.000 0.000 '29 - k 11.2 D + 1.3W4,+ H L +0.5 S) - 0.00 `' 0.00 �� 0.000 , 0.000 , 0.000 0.000 r 0.000 " 0.000 30 k11.2D+'1.0Elf1L+QS) _ 12-5 12.00 24.00. 0.226' 0.856, 0.640. 0.1.14 ,-0.190,. 0.049 31 '.32 k ( 1.2 D + 1.0 E2 +ft L + f2 S) 0.00 1 0.00 0.000 0.000 0.000 0.000 ' 0.000 0.000 , k (0.9 D + 1.0p E1) . ' ..'.+ 12.6 14.28, 28.56 0.269 1.018 0.856 .' "0.135 ' •0.226 0.069 33' k'( 0.9 D+ 1.Op E2) 0.00 .,, 0.00'i1' 0.000 0.000' . ! 0.000 + 0.000 0.000 0.000 r34 k(0.9 D - 1.0p E1) a' 12.6+ 0.00 0.00. 4 0.000 0.000 ` 0.000 ` 0.000 0.000 0.000 ; 35 k (0.9 D-- 1.0p E2) 0.00 0.000.000 : 0.000 - 0.000 0.000 0.000 ' 0.000 36 k.(0,9 D+ 1.3 W1) 12-6 ' 18.00 18.00 0.339 0.642 >' 0.480 0.171 0:142 . 0.049 137 'k (0.9 D + 1.3 W2) 0.00 .''0.00 „ 0.000 ' . 0.000 0.000 :`• - 0.000 0.000 '1, 0.000 - 36 k (0,9 D + 1.3 W3) 0.00 0.00' ` 0.000 "cY 0.000 -' 0.000 ` 0.000 • G 0000, t 39. k 0.9 D+ 1.3 W4 . 0.00 0.00 0.000 ,, �0.•00 00 0.000 0.000 • `• 0.OW_ 0.000 . >- MAXA4„1 _.n1�016 , '4'40856 02224 0:•226 - .OI083 yy OK )L',ERROR' OK' OK 0 SOK e' F- �r r;- r' a 14 i' CRANDALL ENGINEERING SHEET OF 4958 Ponderosa Way JOB NO: cmfl P.O. Box 124 -7 ZC.0 Midpines, CA 95345 DATE: Phone: (209 )966-4844 Fax: (209)966 -4744 LJH P2�.v D 4 s 3.„ Crandall Engineering` SHEET ',,OF P.O. BOX 124 ' ` L iia r MIDPINES, CA 95345 * JOB NO: 0��- l �• U t) ' Jr �CONCRETE4ANCHORAGE,DESIGN��tGiIrP°k'BOL�T:S '2661fiCBwF&0,4firISC PROJECT SMUCKERSxRF.`A21 4 3^ t •k+w M EM-ER, BU,TfECO°F s mO, MATERIALS: Fc = 2500 ' PSI « SPECIAL INSPECTION PROVIDED: N a - 1.0 (NORMAL WT CONCRETE)' f - TENSION ZONE:. N +. �= 0.65 *` k= 2.0 Ful = 58.. KSI (A-307 BOLTS) } • a BOLT r bTHREADED OR mTHREADED; " T'. a s .. ,$ n `rf _�✓ 7 DIAMETERS �'. 1 INCHES "+ ry�FU ARREEA� e� 84IN�(USED FOR CONCRETE 5 TENSILE(AREA x 060`6 , . SO41N�[(l1SE PPOR&STEELSTRENGTH) v a r NO BOLTS 2 RR OF2 BOLTS 4 T07A�+ y 1 ' F " ' s �. r r k 3a 3.., .y-� �G � 'a4'�z •r;f �;'rsS'� +� G e ' y � .. �� EMBDMENT 16 OOn�' INCHES F GAGE 5t g (INCHES y ,. , ���'. �. ..,.: •EDGE DISyTe- 85,0 .'§near �s�°• PITCH,. -;'�4" ��� ,t - � �fl • -STEEL: Pss= - -31.6 KIPSBOLT= ,126.5 ,.KIPS TOTAL 2"51DINGNOTGu 5•, VS= 26.4 105.4 - 7 "+'-. ,.. •� VyCONCRETE: A) FOR EMBED <_ EDGE: / Al 2 X EMBED X ( PITCH -GAGE) + PI EMBED^2) _ 1071.8 • SO IN % : / / V 1 - A2 = PITCH x GAGE 20.0 SO IN ' �.. Ap- 1091.8 SO IN .,,,, = o / f i/ ,:.•; F B) ALTERNATE VALUE FOR Ap WHERE EDGE cENBE 669.0 SO IN * t ,CONTROLLING VALUE,A 669.0 ' SO. IN ' PHI k Pc- . 87.0 KIPS - 3� 4 I°m AS WITH ; u PHI x Vc = . 20.4 KIPSB' OLT = 81.6' KIPS'TOTAL iry 16'!. ET15EDMENT"• SYMB Vx Vz Vtot CONCRETESTEEL D.' -° .0.770.77 UBC REF Vu k -4.18 L Pu/Pc - COMBINED ' - 0.00 COMBINED Lr ... 2:45- 1909.2.1, 9-1 2.45 0.00 S e ir'i _ ' '0.00 - W1 15.16 9-2 15.16 14.71 -.. W2 7:69 ,0.004 ., 015', ' 7.69- . 9:74 ,.. .. W3r'� 1.19 1.19 12.9U 0.400 -� .1:19 0.2541 ' ' 1.19 12.9E1 ." -. 7.42 - 7.42 2.6 E2 0.429 .y 0.00 . . - LOAD COMBINATIONS ,, FACTORED FORCES CONCRETESTEEL UBC REF Vu k Pu k VuNc Pu/Pc - COMBINED ' - -' VuNss' P_u_1_P_s_s_j COMBINED . T. WAD -1.71.) `, 1909.2.1, 9-1 2.16 0.00 0.041. 0.000 '- :.0.020 - 0.000 2 k (0.75(1.4 D + 1.7L+ 1.7 W1)) ' 9-2 46.28 ' 28.73 0.759 .. _ 0.508. ,0.004 ., 015', , _0.000 0.382 0.227 0.197 3 '4 k (0.75(1.4.D+ 1.7 L+ 1.7 W2)) '21.23. '. -16.06. 0.400 0.284 0.2541 -.0.201 ' 0.127.„ 0.057. - k ( 0.75(1.4 D"+ 1.7 L + 1.7 W3)) .4.65 - 24.24. - 0.088 0.429 0.195'•� • 0.044' •- - 0.192 •. -0.039 • 5 k ( 0.75(1.4 D + 1.7, L + 1.7 W4)) 4.65. 24.24 - ; ' ` 0.088 0.429. .. 0.195 ' : 0.044 . 0.192 `'- ' '0.039 ` 6 k ( 0.75(1.4 D'+ 0.0 L + 1.7 W t )) - 9-2. ' . 40.28. - 28.73 I' 0.759 ,, 0.508 0.715 " 0.382 ` 0.227 0.197,. +, 7 k 10.75(1:4 D + 0.0 L + 1.7 W2))21.23 16.06 ' .0.400 ` 0.284 :: 0.254.,' ' 0.261' 0.127: 0.057 ,8 k (0.75(1.4.D+ 0.0 L+ 1.7 W3))- -. 4.65 ' 24.24 0.088. 0.429 - 0.195 0.044 0:192 0.039 .-9 k (0.75(1.4 D + 0.01 + 1.7 W4)) - 4.65 -;r 24:24 ,x'0.088.0.429 ' ,0.195 0.044 '0.192'• 0.039- 10 k (0.9 D+ 1'.3 W1) .. •.1, 9-3 40.80•" 30.72 0.769 7, 0.543 4...0.754,. 0.387 .0.243 J 0.209 . 11 k(0.9D+1'.3W2) 21.38 17.80 "0.403. 0.315,. •-'0.273 '- ` 0.263 `0.141 0:061 12 k ( 0.9 0,+ 1.3 W3) 4.48 26.15 ' 0.084 • , 0.463 0.219 0.042 0.207 '0.045 . 13 Ik 0.9 D+1.3 W4 . 4.48 ' _ 26.15 •0.084. -0:463 0.219 0.042 0.207 0.045 14 k.( 1.4,D) - 1612.2.1,12-1, 2.16. ,0.00 0.041 .. 0.000 0.004 0.020. 0.000 .. 0.000 15 k(1.2D+1.6L+0.5Lr) •; ,12-2 4.30 0.00 -0.081.0.000 0.011 '+ 0.041, • 0.000 • "0.002' 16 k ( 1.2 D + 1.6 L + 0.5 S) ' 1.85 0.00 0.035 0:000 0.003 0.018 0.000 0.000 -17 k(1.2D-+1.6Lr+ft L)' .,`,�-'•. 12-3 4.84 0.00- 0.091• 0.000'"0.014,0.046. 0.000 - • 0.002 - 18, k(1.2D+1.6Lr+0.8W1)-' '° 12-3 33.94 13.50 0.640 0.239 0.424 0.322.' 0.107 0.115 19 k(1.2D+1.6Lr+0.8W2): - '. 21.99' •; 5.55 -0.414 -0.098 - _ 0.188 0.209, 0.044 °;0.045 20 k ( 1.2 D +,1.6 Lr + 0.8 W3) . - 11.59 10.69 . 0.218 0.189 - - 0.105 . 0.110 0.084 0.019 21 k ( 1-.2 D.+ 1.6 Lr+ 0.8 W4) - - 11.59 10.69. „0.218 - 0:189 ' - -0.105, �•; 0.110 - 0.084 : 0.019, 22 k (1.2 D + 1.3 W 1 + f1 L +0.5 Lr)_ 12.4 43.71 . 28.21 0.824 - 0.499 0.777 0.415 - 0.223. • 6.222 23 k( 1.2D+ 1.3W2+f1 L+0.5 Lr) �'} - 24.29- 15.29 . 0.458 0.271 - 0.288 0.230 0.121 0.068 24 k ( 1.2 D + 1.3 W3 + fl L +0.5 Lr) ' 7.39 23.64 '- - 0.139 0.418 0.203 0.070 -. 0.187. _ 0.040 25 k ( 1.20 + 1.3 W4 + f1 L +0.5 Lr) 749..0.139 0.418+ - '0.203 - 1 0.070 0.187 0.040 '. 26 k ( 1.2 D+ 1.3 W1 + f1 L +0.5 S) ° :12.4 41:26 ''r' 28.21. 0.778' 0.499 0.727 0.39Y..' . 0.223 0.203 27. k(1.2D+'1.3 W2+.f1 L+0.5S) 21.84 ., 15.29 0.412 - 0.271 '0.255- 0:207' 0.121 " . - 0,058 28 k ( 1.2 D+ 1.3 W3+f1 L +0.5S) 4.94. 23.64. :. 0.093 ' 0.418 , - 0.189 - , 0.047 '0.187 • - .0.037 29 k (,1.2 D + 1.3 W4 + f1 L +0.5 S) .r. - 4.94 23,64 0.093 0.418 '. . , 0.189 °• ' 0.0470.187 _ 0.037' • 30 k ( 1.2 D+ 1.0 E1 -+f1 L + f2 S)- 12.5: 8.34 0.00- 0.157 0.000 0.034 0.079 0.000 `•` 0.006 ,31 -, k (1.2 D +.1.0 E2 +f1 L .;f2 S) 0.92 0.00 0.017 - 0.000 ' :: 0.001 0:009" .', 0.000 L 0.000 32 k (0.9 D + 1.0p El ,) � , 12-6 ` + 9.52 0.00 'c 0.179 • 0.000 - 0.043. 0.090. „0.000 0.008 '33 k (0.9 D + 1.0p E2) '0.76 -. 0.00 0.014 ` ` 0.000 e 0.001 0.007 '.r 0.000 :.,0.000• ' 34 k (0.9 D - 1.0p Et) ' 12.6 0.00-_,0.00, +,.0.00 ,, 0.000 0.000 0.000.. 0.000 - 0.000 - 0.000-;;+ - 35, k (0.9 D "- 1.0p E2 ) .- 0.69 ::.0.013, ' 0:000 ' 0.001 -- 0.007 0.000 0.000 36 k (0.9 D +,1.3 W1) ' '.12-6 . 31.71 • ': - 21.90 :' 0.597 , 0.387 ' 0.471 - '-. 0.301 - - 0.173 0.120 ' 37 k (0.9 D + 1.3 W2) r - 16.77 41.96 0.316 0.211 0.165 0.159 ' 0.094, ' - 6.034 ' ,38 k (0.9 D+ 1.3 W3):I x 3.77.', 18.38 ': 0.071. -0.325. :- 0.124 -- X0.036. ' 0.145 . • 0.022 39 k (0.9 D +.1.3 W4) 3.77• -1 18.38 1 0.071 ' - . 0.325 '0.124 '0.036 0.145 0.022" R _ f '1MAX'"� 0"624'x';0 A�OKOK 543`>"^f0 Z77"' "0 416 0 243:."Ot222`°z 0OKT'C4 7 eLK T _ ,:. �y ` .. � 1�: � qr ;,F � � � •:�~�1. y n'"n�i l� n T t b'�,S .,�� ti, S �v`` l `• {y ! Vtot ' r Crandall Engineering * SHEET' 10 'OF` D fL+ P.O.BOX 124"- f' MICIPINES,CA 95345•JOBNO: -13.85 L. .. WC;nE+ANCHORAGE,Dt�ESIGN C11�'P"%BOLTiSI§ s2001S�BC ` 'f2= 0.2 y rQf4CRL EC T SMUCRS RBER. Lr' . -2.45 sBUTTEtCO� 2.45 " MATERIALS:. Fc=` .2500 PSI 6 SPECIAL INSPECTION PROVIDED: N . j.- 1.0; (NORMAL WT CONCRETE) :k 'TENSION ZONE: .z-�- N R 0.00 k= 2.0 W1 Ful = 58 KSI (A-307 BOLTS) :. - -•! 15.16.:' 14.714 BOLTS 1 71411 D OR UNTHREADED 7.69, 9-2 DIAMETER "{`1 INCHES FULL AREA 01785 SQ,'l "(USEDQZ FOR CONCRETE SIRE GTHj t 9.74 ' r+e aiZ sem' EEL�Sa ,...,i•, i ., yTENSILEtAREAz .0606 SG;Q{�IN (USEDFOR�S'fTRENGTHj"�'� - - ,` a :'" 4 <.- 1.19 ��NO BOLTS � �, � � ,�2 ROWS OF . 2 BOLTS �T '� 4 TOTAL ,�' � ✓ f < X1.19 wEMBEDMENT 160 INCHES d GAGE6 INCHES" " + y '12.95 6.6 °PIT„zCH •a. ,.'4 „ u .; y , ,�;, •� \ 4 STEEL: Pss = 31.6 KIPS/BOLT = 126.5 KIPS TOTAL - 4 �. 5 -` 2 "51DING. NOT04 4 Vs = _ 26.4 .. .. '105.4 E2 k(0.9D+1.3W1) CONCRETE'' 0.00' G -11 A) FOR EMBED <= EDGE: "' 0.050` , `- 25.36 } i k(0.9D+1.3W3) �' Al = 2 X EMBED X ( PITCH + GAGE) + PI'.EMBED^2) = 1071.8 - SO IN - A2 = BITCH x GAGE - 20.0' SO IN ` - `* k 0.9D+1.3W4 0.478 ; :8.46,. 14 / /, ±i, /// / 8.34• Ap= 1091.81 SO IN "'' 'h` ' 15 • i, /i r' +;F 16 B) ALTERNATE VALUE FOR Ap WHERE EDGE < ENBE 669.0 " SO IN ,CONTROLLING.VALUE•A 0.080 - 0.069 7.15 0.00 17 x.18 k(1.2D+1.6Lrtf1L)=: 12-3 .. ... - - 669.0.. SQ. IN , _ PHI+kPc= • 87.0 KIPS - .. PHI x Vc = .- 20.4 KIPS/BOLT = 81.6 KIPS TOTAL '• ,,, ` - 4 1'4' AF, WITH , + / Z 1 _ .1 - �. r I6" EMBEDMENTy- X0.091.-' 0.000' ' 19 0.• SYMB - 1 Vx VZ Vtot T k D w 2.98 _ 2.98 -13.85 L. .. ti. 'f2= 0.2 0.00:,. -' Lr' . -2.45 - 2.45 " S j.- F R 0.00 3.94 W1 15.16 .• 15.16.:' 14.714 W2 7.69, 9-2 7.69 9.74 W3 -1.19 0.846 1.19 "12.95 "W4 X1.19 '0.00 ,'; 1.19 '12.95 E1 7.42 - 7.42 2.64 E2 k(0.9D+1.3W1) 9-3 0.00' G T. LOAD COMBINA • ' r TIONS FACTORED FORCES CONCRETE r STEEL VuNc I PufPc UBC REF Vu k 1 k(1.4D+1.7L)', 1909.2.1. 9.1 ' f1 = o.s- � 2 ti. 'f2= 0.2 TOTAL AREA 669 SO. IN. r 3 +~' p= 1.19 ' 25.87 , " .00=2.2 j.- F 9.29,,:_ 3.94 5 k(0.75(1.4D+'1:7L+1.7W4)) .• 9.29' ,0.009. ' 6 k (0.75(1.4 D + 0.0 L + 1.7 W1)), 9-2 - 44.92 0 088 0.031 i7 T. LOAD COMBINA • ' r TIONS FACTORED FORCES CONCRETE r STEEL Pu k VuNc I PufPc UBC REF Vu k 1 k(1.4D+1.7L)', 1909.2.1. 9.1 8.34; - 0.034, ..'.0.079 2 k(0.75(1.4D+1.7L+1.7W1)) 9-2 ''44.92• a.. 3 k (0.750.4 D + 1.7 L + 1.7 W2)) , 0.186 - 25.87 , " 4-k(0.750.4D+1.7Lt,1.7W3)) 0.226 0.245 -' 0.000 ', 9.29,,:_ 3.94 5 k(0.75(1.4D+'1:7L+1.7W4)) .• 9.29' ,0.009. ' 6 k (0.75(1.4 D + 0.0 L + 1.7 W1)), 9-2 - 44.92 0 088 0.031 7' k(0.75(1.4D+ 0.0L+1.7W2)) 0.846 25.87 . 0598 8 k(0.75(1.4D+_0,0L+1.7.W3))• '0.00 ,'; - 9.29,', 0.000 9 k ( 0.75(1.4 D + 0.0L + 1.7 W4)). 0.060 •- - 9.29 ' 0.175 10 k(0.9D+1.3W1) 9-3 44.78 G -11 k(0.9D+1.3W2)-3 ,3.,.. "' 0.050` , `- 25.36 } -12 k(0.9D+1.3W3) �' 8.46 + ~+° 13 k 0.9D+1.3W4 0.478 ; :8.46,. 14 k(1.4D). 1612.2.1,12-1 8.34• •, "'' 'h` ' 15 k( 2 D + 1 6 L'L+OS Lr) 12-2 9.60 r' +;F 16 k(1.2,D+1.61- '0.5S) 0.080 - 0.069 7.15 0.00 17 x.18 k(1.2D+1.6Lrtf1L)=: 12-3 7.50 ;0.006 0.00' k(1.2D+1.6Lr+0.8WI) t - 12-3 .39.25 X0.091.-' 0.000' ' 19 k(1.2D+1.6Lr.0.8W2). 0.135 27.30 .0.026 20 k ( 1.2 D-+ 1.6 Lr+ 0.8 W3) _ - - 16.90' • - 21 k(1.2'D+1.6Lr+0.8W4); "0.005 -, 16.90 0.740 i 22,k(1.2D+1.3W1+f1L+0.5Lr): _ 12.4 49.02'-+ i 23 k 11.2 D +41.3 W2 + f1 L +0.5 Lr),,,,;. - - 29.60 . m'25 24 k11.2.D+-1.3W3+.f1L+0:5,Lr)„12.70 '' 0.000 0.111' 0.160 0.000 '' 0.026 k(1.2D+1.3W4'+f1L+0.5W 0.318 12:70 ;� 0.111 26 k(1.2D+13W1+f1L+0.5$). •-. 12.4 46.57 _ 27. k11.2D'+1.3W2+f1 L+0.5S), 0.218 .. 27.15 ` " 28 k(1.2D+1.3.W3+f1L+0.55).- - 10.25" - 29 k(1.2D+1.3W4+f1L+0.5S)_-: 0.069 ., 16.25,: - 30 k11.2D+`1.0El01L+f2 S)- 12.5 .11.00 ' ` 0:120 J 0:003 31.k(1:2D+1.0E201L+f2 S). �. -3.58 -0.616, 32 k(0.90+-1.0pE1) 12.6' -.11.51 . 0.000 33 k(0.9 D+1.6p E2) 0.066 2.95+; _ 34 k(0.9D-1.0pEt) - .12-6- 0.00 - ,0.43,1 35 k(0.9D-t0pE2) 0.048 2.68 • 36 k (0.9 D + 1.3 W1) - .12.6-, 35.68 ,. 37 k (0.9 0 + 1.3 W2) `. 0.067. 20.74 - - 38 k(0.9D+1.3W3).d_ - - ,7.74. ,. ., 39 k(0.9D+1.3W4), ...,..7.74. '0.012 0.00 "' Pu k VuNc I PufPc ICOMBINED I_ VuNss ,PuIPss ICOMBINED 0.00 0.157 0.000 0.034, ..'.0.079 0.0007 .0.006 8.43: 0.846 0.149 0.598 0.426 0.067 0.186 - •0.00-:.. 0.487. ' 0.060 0.226 0.245 -' 0.000 ', 0.060 3.94 0.175 0.070. ' .0.050 - 0.088 0.031 " ,0.009. ' ` 3.94 v . 0.175 0.070= `.. 0.050,_ 0 088 0.031 . -0.009 ... ' ' 8.43 0.846 0.149 `; , . 0598 0.426 .0:067 ' `,0.186 '0.00 ,'; 0.487 0.000 0:226 �x" 0.245 ' -. .0.000 ' 0.060 •- 3.94 0.175 0.070 0.050, ; 0.088 0.031' ' 0.009 ` ' 3.94 ` 6.175 0.070 "' 0.050` , `- :_ 0.088 ' 0.031. ' 0.009 13.32 0.844. 0.236. .. 0.631 0.425 - 0.105 " 0.191 0.39 0.478 ; . - 0.007 0.219-" ` 0.240 0.003' -' 0.058 8.74" 0.159 - 0.155 ° 0.068 : 0.080- 0.069 -- 0.011" 8.74 - 0.159 0.155 0.068 0.080 - 0.069 40.011 ' 0.00 0.157 0.000. 0.034 _ . . , 0.079 '0.000, ;0.006 0.00' 6.181 0.000 , 0.043 'x; X0.091.-' 0.000' ' 0.008' . 0.00 ': 0.135 , 0.000• .0.026 ,.. 0.068 0.000 '- 0.005' - `0.00 0.141 0.000 0.029 0.071 0.000, "0.005 . 0.00 0.740 i 0.000 -. 0.453,- 0.372.. ' 0.000 0.00 ' . 0.514 ' 0.000 0.247. ' 0.259 0.000 - 0.067 0.00' 0.318 '' 0.000 0.111' 0.160 0.000 '' 0.026 0.318 0.006" • ;� 0.111 0.160 - 0.000 0.026 . 5.01'. °a 0.924 0.089 0.669,. 0.465 . 0.040 0.218 .. .0.00' 0.558 0.000' `0.283. �: 0.281' ,, 0.000 0.079-, 0.43 0.239 0.008 . - 0.069 ., 120 - `: 0.003 0.015` 0.43,; .. '• 0.239 0.008 0.069 = ` 0:120 J 0:003 - 0.015." " 5.01 . 0.878 ; •" 0.089 -0.616, 0.442 '0.040 - 0.197' - 0.00 -' 0.512 0.000 0.245 0.257, 0.000 0.066 0.43 . ; - , 0.193 0.008' '- 0.048 0.097 " 0.003 _ : 0.009 ,0.43,1 0.193' '0.008,' 0.048 0.097 .0.003-. ,A.009. 0.000 0.207 ..0.000 0.054 --0.104.' 0.000 - 0.011 1. '0.010' `. 0.067. 0.000 ' 0.008 • , ? ,. 0.034 0.000 , . 0.001 " - F 0.00-:: . 0.217 -: 0.000 0.058., - -.0.109 - , r 0.000 '0.012 0.00 "' 0.056 " 0.000 0.006 °: • ' ',0.028-... 0.000 0.001-', ` 0.00 ,. 0.000 0.000 0.000: - ' ' .0.000 0.000 0.000 - 0.00 0.051 0.000 0.005 0.025 0.000 '0.001 4.49 - 0.672 0.079: - 0.397 `. .0.338 0.035 0.116 , 0.00 - ,6.391 0.000 0.156.E 0.197 , 0.000 0.039 0.97' 0,146 '-'0.017 0.031 0.073. - 0.008- 0.005, 0.97 _ 0.146 0.017 0.031 ".0.073 0.008 - 6.005 - �MAX �OK'iOsK� T" 24 0.9 ""TO236� 0669 '�^'Or466- R�AO105 �' 0,21 .. OK Crandall Engineering SHEET I OF t P.O. BOX 124 f_ JOB NO: MIDPINES, CA 95345. ` g XCONCRE=TiEANCHORAGEgDESIGNhC'11P BOLTS 20011CBC�a r y" wom"ism PJECFs MEMBER gUTfE)CO � _r. ?� R5ll a MATERIALS: `. Fc= 2500 PSI = SPECIAL INSPECTION PROVIDED:N X= 1.0 (NORMAL WT CONCRETE) TENSION ZONE: N R 0= 0.65 k=1 2.0 �\ i ...Fut = 58 KSI (A-307 BOLTS) _ •� BOLTS TiHREADEO ORIUNaTHREADEU sT + z : '4jIAMETER> f j1 f =INCCHES < cT N r FULL A'REAs ' Q 785 SOiIN? (USEDFOR CONCRETE t T�ENSIILEAREA= 0606 SQIN(USEDt_FR�STEELSTRENGTH) ? " ,'T1r'NO 9OL`TS 2 " BOLTSi 4 ' TONAL • � x� ; a "" *' 1 f EMBEDMENT �600'� INCHES GAGE � 6 3INCHFI '1PIT6Hi♦ STEEL: Pn = 31.6 KIPS/BOLT = 126.5 KIPS TOTAL - - • - - VS= 26.4 - ,• .105.4 t' • , .'�'' i S' 12" 516ING'NOTCH w �. CONCRETE:. 'i A) FOR EMBED <--EDGE: ' Al = 2 X EMBED X ( PITCH + GAGE) + PI' EMBED^2) = 1071.8 SO IN / tb•'e/` A2 = PITCH x GAGE '20.0 SO IN s,. . :..AP .:1091.8 SO IN y 1, it •. B) ALTERNATE VALUE FOR Ap WHERE EDGE < ENBE '669.6 'SO IN CONTROLLING VALUE'A 669.0 SO. IN. PHI x.Pc '87.0 KIPS `r PHI xVc= 20.4 : KIPS/BOLT= 81.6' •KIPSTOTAL +` - 4 - 315E WITH `+• ,� � � } � y. I6'EMBEDMENT d T 4 E. SYMB ,Vx Vz Vtot T k - D 0.77 STEEL .0.77 ,.0.00 -2.59 L Pu k 'N Vuc Pu/Pc 'Lr., .2.45'.- VuNss Pu/Pss 2.45 .... \������N S . , 1909.2.1, 9-1 0.00 0.00 - .'W1 '.3.77 0.000 �. 3.77 7.01 W2 11 23 - -11.23 9:98 W3 1.19 u'' T - 1.19 9.45 :W4 1.19 :'. 0.107' ..0.098- 1:19 X9.45 .- E1 3.48 , '3.48 1.82 E2 m 1 0.354, 0.00 ;`0.287. '0.158•, . fl = 0.5 Q c 0'--2 TOTAL AREA 669 50. IN. - ,c P= 1.19' 00 = -2, _>> LOAD COMBINATIONS-. FACTORED FORCES CONCRETE - ,:,:. - STEEL .1909.2.1.9-1 UBC REF Vu k Pu k 'N Vuc Pu/Pc COMBINED VuNss Pu/Pss COMBINED. 1 k ( 1.4 D + 1.7 L) 1909.2.1, 9-1 2.16 0.00 - . ,0, 041 0.000 0.004. 0.020 - 0.000 0.000, 2. k(0.75(1.4D+1.7L+'1.7W1)) .9-2 11.23 12.44 ' 0.212 '+ 0.226 „-0.116 :'. 0.107' ..0.098- • 0.021 _ '3 . k ( 0.75(1.4 D + 1.7 L +,1.7,W2)) 30.25 20.01 '. :..0.570 ' 0.354, 0.425 - ;`0.287. '0.158•, . . 0.107 - 4 k ( 0.75(1.4 D + 1.7 L 1.7 W3)) .^� 4.65 " 18.66: 0.088 0.330 0.131, `'O.044 ' 0.147 , 0.024 '5 k (0.75(l.4 D.+ 1.7 L + 1.7 W4)) - 4.65 18.66 ,.0.088 .0.330 0.131 - 0.044 0.147 0.024 -6'-k(0.75(1.4D+ 0.0L+1.7W1)) 'u 9-2� ` 11.23 . ' • 12.44.,.. -ti'.0.212 '0.220 * 0.116 �:'.' 0,107 0.098 ;. 0.021 .'7 - k (0.75(l.4 D'+ 0.0 L+ 1.7 W2)) 30.25 , 20.01 "0.570. 0.354.' ' 0.425:. 0.287 '0.158 - ' '0.107 .8 k-( 0.75(1.4 D+.,0.0 L +,1.7 W3)) 4.65 18.66 .. 0.088 ': ; 0.330 =. - 0.131 - ', '0.044 `- ,0.147 0.024 9 k(0:75(1.4D+'O.OL+--1.7W4)) 4.65 18.66`. 0.088 0.330'0.131' 0.044' 0.147 0.024, 10 k(0.9D+1.3W1) 9-3 11.19 `13.56. 0.240 '0.125° `0.106'" 0.107 0.023 k(0.9D+1.3W2), �,:•�� F - `.-30.58 21.29,.-'0.576 ..0.211- 0.377 '.0.445 `0.290` 0.168 ';0.112 X 12 k (0.9 D + 1.3 W3). � ` 4.48 - 19.910.08 , 0.084 . - 0.352 '' 0.143 '^ 0.042. 0.157 0.027 X13 k 0.9 D+ 1.3 W4 ' 4,48. ..19.91' . ".. 0.084 0.3521 1 0.143 , 0.042' ":' 0.157' 0.027 . 14 k ( 1.4 D+ `- -'.'' . .1612.2.1, 12-1 2.160.00 •`°0.00 0.041 . 0.000 0.004 0.020 - 0.000 0.000' 15 k( 1.2D+,1.6L+0.5Lr) � ..12-2 -" 4.30 _ 0.081 .0.000 . 0.011 - �? 0:041 0.000' •, 0.2 000.000 16 k ( 1,2 D + 1.6 L+ 0.5 S)3 1.85 0.00 0.035 0.000 . � '^0.003 0.018 0.000 .. -17 k(1.2.D+1.6Lr+f1L)Ff 12-3 4.84 0.000.091 -`0.000 ` K `'0.014•;., 0.046 .•.0.000 0.002 18 k 11.2 D:+ 1.6' Lr,+ 0.8 W 1) 12-3 15.72 5.00 ` 0.296 0.088 0.111 '- -0.149 0.040 - . 0.024 19 k ( 1:2 D+.1.6 Lr+ 0.8 W2) + 27.66 9.75 0.521 0.173 0.292" 0.262 0.077 0.075 .- L 20- k ( 1.2 D + 1.6 Lr + 0.8 W3)11.59 8.90 0.218 - 0.158 - 0.093 0.110 0.070. ' 0.017 --,• 21. k(1.2D+'.1.6Lr"+0.8W4} �, „ - 11.59 - X8.90 ". .0.218 0.158 0.093.:. 0.110 0.070 : 0.017, 22 k'( 1.2 D + 1.3 W 1 + fl L +0:5 Lr) 12.4 ' , 14.10 12.01 0.266 0.212' 0.138 0.134 0.095 _ 0.027 23 k{1.2D+,1.3W2+ffL+0.5Lr) 33.50 19.73 0.631 '0:349 0.477-' c. 0.318; 0.156 ''0.125.. 24.: k11.2D+1.3W3+f1L+015 Lr) ;. ` -- -. 7.39 18.35- _0.139 0.325' - ,0.142' _ "0.070, 0.145,. 0.026-' 25 k(1.2D+1.3W4+f1L+0.5Lr) 7.39- 18.35 0.139'. 0.325 `"0.142. 0.070' 0.145-`0.026 26 k(1.2D+1.3W1+'Ill L+0.5.S) .12:4 11.65 12.01<- -.0.220, 0:212 0.116 0:110` '0.095 -. 0.021.:x' 27 k 11.2 D + 1.3 W2 + fl L +0;5 S) •, 31.05 19.73„ 0.585 0.349. ' 0.435 0.294 0.156 . 0.111 28 k 11.2 D + 1'.3 W3 + fl L +0.5 S) 4.94 18.35 `- 0.093 • 0.325 0.129 '. 0.047 , 3 0.145'- • 0.023 ; 29 k ( 1.2 D+ 1.3 W4 + fl L +0:5 S) " 4.94" 18.35 0.093 .0.325 - - '0.129 �, 0.047. 0.145 0.023 ' 30 k ( 1.2 D +.1:0 E1 +ft L + f2 S) „12-5 4.40 , '0.00 • 0.083. 0.000 0.012 0.042 ', O.000 i • 0.002 31' k (.1.2 D +'1.O E2 +f1 L +'f2 S) 0.92 0.00 0.017 -0.000; `` 0.001 0.009. 0.000 0.000 32 k (0.9 D+1.00 E1,) ` 12.6 4.83 0.00 0.091 .0.000 0.014 0.046. 0.000 33 k (0.9 D + 1.0p E21 + 0.76 0.00 0.014 0.000 0.001 -,0.007 0.000 . 0.000 34' k ( 0.9 D - 1,Op E1l:) •' -1211 ` _ 0.00 0.00 0.000 F 0.000 ,- :0.000 ' . - 0.000 .0.000 " -. • 0.000 ` 35 k ( 0.9 D'- 1.0p E2 )1 0.69 - 0.00 0.013 0.000 0.001 0.007 0.000 •0.000 -36 k(0.9D+1.3W1) - 12� 8.93 9.36` '-0.168 0.166. •„0.075 0.085,'. 0,074 0.013; 37 k ( 0.9 D + 1.3 W2)-' •123.85 ,. , 15.30 ,� •0.449 ' -0.271 - 0.281 .0.226. - 0.121 0.066 38 k ( 0.9 D + 1.3 W3) 1: ' ' .' - .3.77 14.24 .+ 0.071 0.252 ' 0.664 '0.036 . 0 113 -- 0.014 39 - k 0.9 D + 1.3 W4 3.77' - 14.24" 0.071 0.252 - 0.084 0.036 0.113 0.014 #''MAX 0.631b # 0 3 7 0 47{7 z:h0 318 d 0 F'1668 W.- 0Y125F,1X 1 ( zOK -OKta 'SYMB -!: Vx VZ Vtot T k D +' •'.i YT •may. .':`ay . - �' ti• � � - r -t M V _, r al' r i-.� Crandall Engineering T°; s SHEET ° (Z `OF r j P.O. BOX 124 2.45 - r i - 2.45 MIDPINES, CA 95345 ' s JOB NO:Z' 0.079- 0.000. 0.00 PCONCRETEANCHORgGEDESIGN11C1PBQLTtS2U01CBC W1'3' 77 _ 3.77 .7.01 a .. '11 23 0.151 0.000 ��PROJECT SMUCKER�F+(2 �, i , +,d .34.89' 1.19 9.45 W4. 1.19' ' MATERIALS. }' Fc= 2500 PSI " SPECIAL INSPECTION PROVIDED: • N Et - - - X= _ 1.0 (NORMAL WT CONCRETE) .- TENSION ZONE:' • N - , 1.82 0.65 .. .k=•� 2.0 - dy'• Ful 58 KSI (A-307 BOLTS) _ k ( 0.75(1.4 D+ 1.7 L+ 1.7 W4)) 9.29 4.55`''• S 0.080 lrBOl Sty a THREADED OR UNTHRE�ADEDi T ` �� > DIAMETER a � 1 INCHES } •1 & s ` � 1 �a3r FUAREA§ 40785• `-' QINI(USEDFORCO�CRETES�TRENGTH) .9-2 N { � 1 c ti " ' TENLE AREA X606 ',SQIN. (USED FORSTEEL� STRENGTH)Y ." 0.000 F + y '•0.023.`• 7. fi ti �r EMBEDMENT= 1600^ ` INCHES G GE 6 s .INCHES ; r 0.104 � EDGEDIST'=; • STEEL: - ;Pss = 31.6 KIPSBOLT = 126.5' KIPS TOTAL .. �' 0.112,, •...Vs= 26.4 - •. 105.4,;x'.-._' " k.(.0.75(1.4.D + 0.0 L + 1.7 W3)) - .5,: f 2"- SIDING IJOTCI-I :: 4.55 �" 0.175 ,; 0.080 CONCRETE 0.009 9 k ( 0.75(1.4 D+ 0.0 L + 1.7 W4)) - + A) FOR EMBED <= EDGE: -9.29 4.55' 0.175 -0.080 0.052' 4, ' At = 2 X EMBED X (.PITCH GAGE) +' PI' EMBEDA2} ° = 1071.8 SQ IN 10 k (0.9,D.+ 1.3.W 1) m / 1.47 ` 0.286 j r - A2 PITCH x GAGE _ '4 - -,:Ap= 20.01- - SO IN 1091.8 SQ IN - 0.021 O k 10.9 D+ 1.3 W2) 34.56 x - 9.19 ` - 'ALTERNATE ,�. 0.402" - X0.328, 'O.073 - x 0.113 12 k (0.9 D + 1.3 W3) . - - 8.46 r"R61 8) VALUE FOR Ap WHERE EDGE .< ENBE ' .669.0" SO IN 0.062 - •. 0.080 • 0.062 , j , / , � • � /� //j /� , + CONTROLLING VALUE A 669.0 SQ. IN 0.159 0.138 '- 0.062 + . PHI x Pc 870 KIPS 0.010 ' . 14 'AB 1612.2.1,12-1 8.•34 0.00 - 1 PHI x Vc - , 20.4 ' KIPS/BOLT = - 81.6 KIPS?DIAL 0.000 .0.034 4 I'd WITH 0.006 , ; 15 k (1.2 D + 1.6 L + 0.5 Lr) 12-2 '9.60 .' n ly EMBEDMENT 0.000 0.043 0.091,' 0.000 'SYMB -!: Vx VZ Vtot T k D 2.98. Vu k 2.98 -9:31 I Pu/Pc COMBINED i f2 -w 0.2, 0.00 , Lr 2.45 - r i - 2.45 \\\�\��\ ' s -• s t 0.079- 0.000. 0.00 Sill= 2.2'. W1'3' 77 _ 3.77 .7.01 r W2 '11 23 0.151 0.000 ,- .11.23 9.98 ' �'W3 • c1.19 .34.89' 1.19 9.45 W4. 1.19' _ '1.19 9.45,.;• Et - {'3.48 9.29 , _ 3.48 - , 1.82 E2 -•.: .. - . ' 0.00 ,5 -` • LOAD COMBINATIONS I FACTORED FORCES '• CONCRETE ' ' STEEL'. " - UBC REF Vu k 0.5 VuNc I Pu/Pc COMBINED i f2 -w 0.2, TOTAL AREA 669 50. IN.. 1 a. 1909.2.1, 9-1 - r i - 0.00 r F p -1.39 -• s t 0.079- 0.000. i, Sill= 2.2'. „� '1ta 9-2 ,➢0 sy' ��. 0.00,; 0.299 .0.000 0.100 0.151 0.000 ., 0.023' " 3 k (0.75(1.4 D + 1.7 L + 1.7 W2)) .34.89' .5.90-.. 0.658- ;0.104 0.389 -` • LOAD COMBINATIONS I FACTORED FORCES '• CONCRETE ' ' STEEL'. " - UBC REF Vu k Pu k VuNc I Pu/Pc COMBINED VufVss 1, Pu/Pss. COMBINED 1 k ( 1.4 D + 1.7 L) , - 1909.2.1, 9-1 - 8.34 0.00 0.157 0.000 0.034 0.079- 0.000. - 0.006 2,k(,0.75(1.4 D+ 1.7L+1.7W1))', 9-2 15.87: 0.00,; 0.299 .0.000 0.100 0.151 0.000 ., 0.023' " 3 k (0.75(1.4 D + 1.7 L + 1.7 W2)) .34.89' .5.90-.. 0.658- ;0.104 0.389 0.331 0.047- -`0.112 4 k ( 0.75(1.4 D + 1.7 L + 1.7 Wap - 9.29 , .4.55 "' , -0.175 - i:.; 0.080 . 0.052 0.088 0.036 ` y- 0.009 ,5 _ k ( 0.75(1.4 D+ 1.7 L+ 1.7 W4)) 9.29 4.55`''• 0.175 0.080 0.052 ` 0.088 0.036 0.009., 6 k(0.75(1.4.D+0.0L+1.7W1)): .9-2 15.87. 0.00-. - 0.299" ." 0.000 .- 0.100-' -0.151., 0.000`` '•0.023.`• 7. k (0:75(1.4 D.+,0.0 L'; 1.7 W2))' " - .34.89 5.90 0.658 0.104 0.389.' 0.331 0.047 �' 0.112,, . 8 - k.(.0.75(1.4.D + 0.0 L + 1.7 W3)) 9.29 :: 4.55 �" 0.175 ,; 0.080 0.0521 0.088 0.036 0.009 9 k ( 0.75(1.4 D+ 0.0 L + 1.7 W4)) - -9.29 4.55' 0.175 -0.080 0.052' .0.088, 0.036 0.009 10 k (0.9,D.+ 1.3.W 1) - 9-3 ' .. - o-15.17 1.47 ` 0.286 "d "0.026 .0.094 .` 0.144 `=• 0.012 - 0.021 11 k 10.9 D+ 1.3 W2) 34.56 x - 9.19 ` - 451 ` 0.163 ,�. 0.402" - X0.328, 'O.073 - x 0.113 12 k (0.9 D + 1.3 W3) . - - 8.46 r"R61 0.159 -0.138' 0.062 - •. 0.080 • 0.062 0.010.' . 113 k 0.9 D + 1.3 W4). 8.46 7.81 0.159 0.138 '- 0.062 _ 0.080' 0.062 0.010 ' . 14 k 11.4 D) t 1612.2.1,12-1 8.•34 0.00 - 0.157 0.000 .0.034 ' -0.079 - - 0.000 0.006 , ; 15 k (1.2 D + 1.6 L + 0.5 Lr) 12-2 '9.60 .' 0.00. , 0.181 0.000 0.043 0.091,' 0.000 0.008 16' k ( 1.2 D+. 1.6 L 1 6.5 S) 7.15.- .0.00'• 0.135. 0.000 - 0.026 0.068 0.000. 0.005 17, - k ( 1.2 D:+ 1.6 Lr�+ fl L ), - 12-3 - 7.50 0.00 0.141 ' 6.006- 0.029 �, 0.071 - • 0.000 0.005 1: k (.1.2 D+ 1.6 Lr+0.8 W1) - _ 12-3 21.02 0.00 �:'.;; 0.396 _� 0.000 - 0.160. •' 0.199'-. 0:000. '. 0.040 119 k 11.2 D+,1.6 Lr+0.8 W2).: 32.96` 0.00 0.621 0.000 0.338, 0.313 ` 0.000 • 0.098 - .20 k ( 1.2 D + 1.6 Lr + 0.8 W3) .. 16.90 , • 0.00 0.318 6.000 .0.111. 0.160 - 0.000 0.026 21. k ( 1.2 D +,1.6 Lr. 0.8 W4) 16.90 0.00 " 0.318 0.000 0.111 "° 0.160 0.000 0.026 22 k ( 1.2 D +1.3 W1:+ (1 L +0.5 Lr) 12.4: 19.40 " --' 0.00' 0.366 - 0.000, 0.140 0.184' -.0.000 , 0.034 23 k ( 1.2 D + 1.3 W2 + f1 L +0.5 Lr) . - 38.80 ` `3.60. 0.731- - • 0.064',. ;` ,,0.452 -0.366: 0.028 - - 0.136 24 k (1.2 D + 1.3 W3 +11 L +0.5 Lr) . 12.70 r 2.23 ' '0.239 0.039 `. 0.072 , A. '. 0.120'.- 0.018 0.015 •: 25 k 11.2 D + 1.3 W4 + f1 L +0.5 Lr) 12.70..' '2.23: 0.239 0.039 .0.072 ,- 0.120- 0:018 - 0.015 26 k(1:2D+1.3W1+flL+0.5S) 12.4 16.95' 0.00 6.319'• x'-0.000 0.111• 0.161 0.000 0.026 ; 27 k(-1.2D+1.3W2+f1L+0.5S) 36.35 ..3.60 - 0.685. x0.054 0.406' .0.345 0.028. 0.120 28 k(1.2D+1.3W3+f1L+0.5S) - 10.25,•,.° 2.23 " ''0.193 ...0.039 0.051 °0.097- 0.018 0.010_ .. 29 k(1.2D+1.3W4+f1 L_+0.5$) -� 10:25' 2.23' 0.193 0.039 .0.051 0.097 0.018 0.010' r 36 k (:1:2 D + 1.0 Et +f1"L +,f2 S), 1.2-5 :.. ! • 7.06 «• - 0.00 0.133% "• :0.000 -0.026' ' 0.067 0.000, i)"0:004 31 k{ 1.2 D + 1.0 E2+f1 L' +"f2 S) 3.58 0.00 •".0.00 0.067 0.000 0.008 0.034 0.000 + 0.001 32 k (.0.9 D + 1.0p E1) :. � .12.6 „ 6.82 .; 0.129- 0.000 0.024 '- 0.065 0.000 - :_ 0.004 -33 k (0.9 D + 1.0p E2) ,.. 2.95 .-` 0.00,;' 0.056 0.000 „ 0.006 ' 0.028 0.000 0.001 - 34 k (0.9 D - 1.0p E1 ) 12.6 0.00 _ 0.00;' -0.000 0.000 , 0.000 0.000 ` 0.000 35 k (0.9 D - 1.0p E2 `. 2.68 ,'. `0.00 0.051: 0.000 - 0.005 0.025- - 0.000- 0.001 36 k (0.9 D-+ 1.3 W t )' 12.6 - 12.90 0.00 ,� 0.243 0.000 0.071 10.122 0.000 0.015 •. 37 k (0.9 D + 1.3 W2) 27.82 - , 3.20.'"• 0.524 ' -0.057, 0.261' - 0.264' 0.025 0.070 • 38 k (0.9 0.+ 1.3 W3) . - •- 7.74:- - 2.14:_ 0.146 > 0.038 - 0.033 0.073- .0.017 0.006 39 k 0.9 D + 1.3 W4 5 7.74. 2.140.146 0.038 0.033-' 0.073 0.017 0.006. ' •. - - n. '.{. - iMAX>7 :,''1k0163 =OKQ .=OK 0452 OK••OK'. 0 368• x0.073,+ OK 0736s . . OK Y H: LINEA V `.iii.` .. -. • DL -:0.77 . - MANUFACTURER: Butler Manufacturing CL 2.21 t- BUILDING NO: D06-10980 -6.72 - LL BUILDING LINES:, 2-4 A `'e -2.4s WLL --15.15-.. -14.71.. ' WLR 7-.-69" 9.74 - - CLIENT: NV LOCATION: BUTTE• CO MAXIMUM 10.67' ,11.21 , 10:46' 11.13- EQ- -=7.42 -2.64 •-3•.48 -REACTIONS: SLL H: LINEA V :.H . y V DL -:0.77 4.18. " -0.77 2.59 CL 2.21 t- 9.67 -2.21 -6.72 - LL 2.45 .: .10".s9 -2.4s ... 7.43 . -`-7.01 WLL --15.15-.. -14.71.. -3.97 '-• WLR 7-.-69" 9.74 - 11.23 = '".-9198 IP 133% STRESS LEVEL IS MAXIMUM 10.67' ,11.21 , 10:46' 11.13- EQ- -=7.42 -2.64 •-3•.48 1.82' SLL SLR. EWP -1.19 `-12.95 -1.19. -9.45 EWS ;1.19- .-12.95 -1.19 - 79.45 . CR1 ' r ( PD -0.40 -0.24 -0.10. ' '_.0".i7 100% STRESS LEVEL MAXIMUM 8.46 24.44 � 0.77 �16 74 MINIMUM 0'37 3.94 5.43` ,` 2.59 Y, .. �, �'• r �t 4 ., _ 133% STRESS LEVEL MAXIMUM 10.67' ,11.21 , 10:46' 11.13- i ' 14 MINIMUM -.39. -10.53 - 6:75 ' MATERIALS AND ALLOWABLE STRESSES: ' r ( i ' SOIL. BASE BEARING CAP: 2,.0, KSF WIDTH INCREASE: '. 0% PER FOOT IN EXCESS OF 1'. t DEPTH INCREASE` soy PER FOOT IN EXCESS OF 1' ; CONCRETE: _F'c�= 2:5 KSI @28 DAYS-' +' WT = 0.15 KCF Vr.Y REINFORCING. .Fs;= 24 KSI , x -DESIGN CONSTANTS:. N= �10 4 +. • , i�, ' J _- V 0.9 (ASSUMED FOR APPROXIMATEMR CALCULATIONS) ,, y k; RF1- t^t - 3 •a. - � h � a,,S - - dad � 'F♦ ,� sr? a ♦L 1. ,� �'� y., of.� .1 .^ T ? e. SLAB: - SLAB THICKNESS: %o T 9 INCHES' ' f "SLAB REINFORCING: 4 w'' @ �, iz IN O.0 `r As 0.200,- SQ. IN. / FT.;+ ..,' J, . WEIGHT OF SLAB TO RESIST, UPLIFT. =. Fs x SLAB Mr •133%''xAs x T/2'z J/12 — 2.160 K -'FT+ SLAB WT = 0.113 KSF' EFFECTIVE SLAB WIDTH = SQRT( 2• x Mr /.WT),,.6.20 FT EFFECTIVE SLAB WEIGHT WIDTH x. Wt,,— 0.697 K /LF .' A. ,= _ • SIDEWA� PERIMET�'7EROO�TING�IT�HICKENE®�SL�A. B° ` � �� � � �' �' a 4 J ' ` REINF®EtCING� TOP #4, TOTAOF 2 TOP As ©4 r BOTi'OIVI: #4 TSO AFS. SC2 IN,`' - i t -COMBINEDWEIGHTOF PERMITER AND SLAB TO RESIST UPLIFT' FOOTING WT = Wf '" -,0.413 KLF SLAB WT Ws 0 6971 KLF, TOTAL WT = Wf + Ws*` 1 110''. Jar. 4. fk• _. .S F' • A i�� x 1 i � w �.: PERIMETER Mr = 133% x Fs x TOP As x' ('d'- 2'.').x • / 12 = 29.75 K}FT ��\ EFFECTIVE PERIMETER L = SQRT ( 2:x Mr/ WT) {� `� '. 7.32 "FT ' •{. FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT r 16.25 K rt 'r .. d • .. ; 9 RIGID FRA EF OOTINGM.x 1e} I 3 P - �.� � K�, :�12 � IN �, � t= w1�8 �sIN a •� ,� r � � � EINFORCING"'. TOP � #4 TO'flAl•: OF 4 `. TOPAs i > BOTTa OM #4 TO'fALOF 4BOIAs=" °�°080 SQ; IN WEIGHT: FOOTING �'- '" re ;' .5:38 i ' `r ` SLAB AT FOOTING_ 2.44; a _ _ OVERBURDEN @ 120 PCF • " 0.21 PERIMETER FOOTING AND SLAB 16.25 • „f TOTAL DEAD WEIGHT = 24,28•, K � n x ♦' u g UPLIFT SIDE 100% GOVERNS' _133% + s " LEFT + 0 -10.53 1.0.53 OK , RIGHT n0 -7.39 7.39 15 BEARING. '` AREA 75,' SQ FT. INCREASE IN BEARING FOR WIDTH INCREASE IN BEARING FOR DEPTH •' ; ALLOWABLE SOIL PRESSURE _ . 3.00 KSF @100-/(o 3.99 KSF @ 133%:A r ~ "" �n . ``: y'• LOADS SIDE 100% 133% SP @ 100% . " 'SP @ 133% LEFT '24.44 11.21 1.55 KSF '0.71. KSF RIGHT' 16.74 ... 11.13 =: 1:06 KSF 0.71 KSF `t �� • �, . g�OK`<nYSLT pt�� �01,1911111 O,@%��# w+a Y:OK @`RT KE@ RTF Y k RF2 .rt BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = 1.75 FT POSITIVE MOMENT = SP x W x 1-112/2 = 10.69 K -FT @ 100% P = 0.07% K = 0.1188 J= 0.9604 / fs = 6.2 KSI FS = 24 O.K fc = 73 PSI fc = 1125 OK NEGATIVE MOMENT DUE TO PERMITER FTG = 14.22 K -FT MOMENT DUE TO FOOTING WT = 2.35 K -FT TOTAL NEG. MOMENT = 16.57 K -FT P = 0.07% K = 0.1188 J = 0.9604 / fs = 9.6 KSI FS = 24 fc = 89 PSI fc= 1125 K JrK HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 1 100% 1 133% GOVERNS LEFT1 8.46 1 10.67 8.46 RIGHT 0 6.75 5.08 REQ'D As = 0.50 SQ IN TOTAL = 0.25 SQ IN/LEG STEEL: #5 TOTAL OF 1 --> As = 0.31 O'K REQ'D SPREAD FOR SLAB TO TIE FRAMES = TOTAL REQUIRED HAIRPIN LENGTH = 2.1 FEET 2.99 FEET i RF3 ` t� • fid' �- INTERIOR COLUMN FOOTING DESIGN FRAME REACTIONS +V _ 56.54 KIPS (DL+CL+LL) .J• -V _ 19,39 (DL+WL) ' •` " MATERIALS AND ALLOWABLE STRESSES, k X ' SOIL CONDITIONS: BEARING – 3.00, KSF M CONCRETE: -, fc = •. 2500 PSI @,28 DAYS! - • DEAD WT =. - 145 PCF n= 10 ASSUMED j = 0.88 fs = 20 KSI SLAB AT PERIMETER OF FOOTING :. T• = 9, inP 'SLAB As = 0.200 SQ. IN./FT I #4 @ 12" , SLAB Mr = 4/3 fs x SLAB As x x T/2 =. 21.12 K -.IN.=., , , 1760 LB -FT SLAB WEIGHT = Ws = 109 F ,PSF EFFECIVE'WIDTH Ls ,= SQRT(2 x Mr/Ws) _ 5.69 FT- T EFFECTIVE EFFECTIVE WT OF SLAB = Ls.x Ws = 619' LB/FT INTERIORFI2rAMEF®®'TI'NG #1 • � ,, B®,�TT.®M As i zo SQ�IN 6-#4 ; TO'P UPLIFT: . FOOTING WT = 7250 LBS = ' 7.25, KIPS,• '! t t. SLAB AT FTNG = :r 12.37 KIPS ' FTNG +:SLAB= .'19.62 KIPS MAX UPLIFT = -19.39 KIPS OKRA, ��+ '"• BEARING: SOIL BEARING CAPACIT: • a : +' INSCREASE FOR DEPTH = 00/0-, ` INCREASE FOR WIDTH _ " 0% :- F ALLOWABLE SOIL PRESSURE _ 3.00KSF w s r d ACTUAL SOIL PRESSURE _ '2.26 KSF ;-- + BEND: CANTILEVER L = FOOTING U2 _ ,; 2.50 'FT , MOMENT = SP x L^2/2 = 7.07 K-FT/FT . • �a . = 7.0675 K-FT/FT .. ,• , ,. 1= P= 0.10%. K = 0.128818 J _ 0.957061. _ fs = 17.6 , KSI FS = 20 <----OK .fc = 260 PSI fc - 1125 <=-- OK s ., -'BEND: -M = , . 0.91 K -FT' �.. .: P= 0:10%` • .. K = ` 0.128818. J = ` • 0.'957061 r" fs = 2.3 KSI -. FS fc = : _ 33• PSI, f = 1496.25 u ♦ - . r g .. , r .ems, # .' 7 A.. i ., Crandall Engineering SHEET: LT of P.O. BOX 124 MIDPINES, CA 95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - POST & BEAM ENDWALL MANUFACTURER Butler Manufacturing BUILDING NO: D06-140980 BUILDING GRID: LINE 8 CLIENT: NVBS LOCATION: BUTTE CO REACTIONS FROM BUILDING MANUFACTURER 100% STRESS LEVEL LINE K H V Z LINE J H V Z LINE E H V Z LINE C H V Z LINE A H V Z DL 0.08 0.96 0.00 1.62 MAX: 0.67 5.68 0.00 1.57 0.00 1.62 0.08 0.96 0.00 - CL 0.24 1.92 0.00 3.74 0.00 3.44 -0.67 0.00 3.75 INTERIOR -0.24 1.92 0.00 LL 0.35 2.80 0.00 5.46 0.00 5.01 10.82 0.00 5.46 0.00 -0.35 2.80 SL MIN: 0.00 1.62 0.00 0.00 1.57 0.00 0.00 1.62 0.00 133% STRESS LEVEL WLL -3.04 -2.34 -2.30 -7.43 0.00 -4.40 -2.54 -7.35 -1.42 0.12 WLR 1.42 -2.49 MAX: 2.35 2.81 0.00 -2.16 0.00 -4.41 0.00 -2.30 5.79 5.55 -4.93 -2.58 IS -2.28 -3.97 -2.58 INTERIOR IP MAX: 0.00 3.20 5.85 0.19 5.00 5.78 0.00 3.07 5.85 r MIN: EQ -0.09 -0.07 -5.06 -2.38 -2.59 -5.13 0.00 -0.01 -2.76 -2.89 0.00 -0.08 2.91 SLL SOIL: BASE BEARING CAP: 2.0 KSF SLR 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' EWP 2.03 -2.62 2.94 -0.10 -4.60 5.85 0.00 -4.27 5.78 -0.21 -4.88 5.85 -1.96 .-2.48 2.94' EWS 2.03 -2.62-2.58 -0.10 -4.60 -5.13 0.00 -4.27 -5.06 -0.21 -4.88 -5.13 -1.96 -2.48 -2.58 PD 0.09 0.01 -0.25 -0.49 0.00 0.19 -0.32 -0.55 0.00 0.09 0.55 100% STRESS LEVEL CORNER MAX: 0.67 5.68 0.00 -0.08 5.68 0.00 MIN: 0.08 0.96 0.00 -0.67 0.96 0.00 INTERIOR MAX: 0.00 10.82 0.00 0.00 10.02 0.00 0.00 10.83 0.00 MIN: 0.00 1.62 0.00 0.00 1.57 0.00 0.00 1.62 0.00 133% STRESS LEVEL CORNER MAX: 2.35 2.81 2.94 5.47 5.79 2.94 MIN: -2.96 -1.66 -2.58 -2.28 -3.97 -2.58 INTERIOR MAX: 0.00 3.20 5.85 0.19 5.00 5.78 0.00 3.07 5.85 r MIN: -2.38 -5.81 -5.13 0.00 -2.84 -5.06 -2.76 -5.73 -5.13 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 2.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTA N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB. SLAB THICKNESS: T 9 't INCHES t � k l SLAB REINFORCING: qa r SPACING is IN. O.C. As = 0.200 SQ. IN: WEIGHT OF SLAB TO RESIST UPLIFT: • �•. , + SLAB Mr = 133% x Fs x As x T/2 x J/12 = ' 1.800 K- FT j SLAB W 0.113 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / Wf) _ • 5.66 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt =. 0.636 K /LF b mi"6 IN. d as IN r; r REINFORCiNfG TOP a �a iTA�L QF - � � "a� a " } `TROP Asu- 0`40 ` SQ 1N � "' z UPLIFT: COMBINED WEIGHT OF -PERMIT ER AND SLAB TO RESIST UPLIFT: 7. s•' -, } FOOTING WT = Wf 0.400 KLF -,SLABWT,,Ws= KLF , U y t ' r TOTAL Wf = Wf + W; 1.036 w Ntk r` 1 ' ENDWALLMr=133%x FsxTOP Asx(d-2")xj/12= "+' 17.60'K -FT Y EFFECTIVE ENDWALL L = SQRT (2 x Mr / Wf) ' ' 5.83. FT a K' ` . FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT -`12.08 K , ;' • . ' 4t 100% 133% GOVERNS 7 r ,r. CORNER 0.00 1 -3.97 13.97 SOK INTERIOR 0.00 5.81 5.81 OK BEARING: SOIL PRESSURE INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0% �+ . ALLOWABLE = 2.00. KSF @100% OR 2.66 KSF @ 133%' t' EFFECTIVE LENGTH OF FOOTING FROM POST BASE 100% STRESS LEVEL Mr = • BOTTOM As x Fs x j x (D-3")112 = 12M, K -FT'' = _ 2.67 KLF L= SQRT (2 x Mr / W) _ - 3.07 FT EACH SIDE MAX VERTICAL LOAD = 2 x x W= 16.40 K 133% STRESS LEVEL` Mr = 1.33 x BOTTOM As x Fs xj x (D-3")/12 = 16.80 K -FT W = 1.3333 x SP i B/12 3.56 KLF L SQRT (2 x Mr / W) 3.07 FT EACH SIDE ° ''•. t,„ MAX VERTICAL LOAD = 2 x L x W'- . . • 21.86 K 100% 133% GOVERNS CORNER 5.68 5.791 5.79 ZO KXE+ ' a• , INTERIOR 10.83.. . 51 10.83 OK 4�.TIES TO SLAB ,F 100% 133% GOVERNS f H @ CORNERS 0.67, 2.35 2.35 @ 133% " ° s FOR 90° CORNER BAR REQUIRED As - • 0.088 SQ. IN. � ). Y FOR qa TOTAL OF i > As = 0.2o OK r 100% ` 133% GOVERNS •' k' -Z @ INTERIOR 0.00 i - 5.13 1 5.13 133% FOR 45° HAIRPIN REQUIRED As = 0*136 SQ. IN. n ti - FOR ria TOTAL OF i -> As = 0.20 REQ'D SPREAD FOR SLAB STEEL 1.0 FEET 'TOTAL REQUIRED HAIRPIN LENGTH = r• 1.36 FEET EW2 k k ' 4 + i .. £ a . ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1923.3 " • Fc =. 2500 PSI ` 43 X= 1.0 (NORMAL WT CONCRETE) * _ 0.65 `. . t Fs = 60 KSI (A-307 BOLTS) t ` A; � Al APPROXIMATE LOAD FACTORS„ = r t DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4v ' DEAD LOAD + WIND LOAD FACTOR —.75 X 1.4 X 2.1 CORNER COLUMNS DIAMETER yf o<� INCHES R z� w •+� ' " 1� . , , FULLS 4 1 0492 SQNGREXE 302 STRENCyTH F®RELS3TRENGTH) � R®OTNA1`REA:-= 0 SQINt (USED - i N0: ^BOLTS ROWS'OF z BOLTS x T ENIBEDMENTx 6 E_DGElDIST INCHES GAGEk, a .'r INCHES ,„;, •r , '+• STEEL: Pss -16.3 K/ BOLT = 65.2`. KIPS TOTAL - - ¢ •n , Vss 13.6 K/BOLT = _ 54.4 Y CONCRETE: As = 305.1 SQ. IN. At = 16.0 m Pc = 28.3 KIPS Vc= t 11.5, KIPS/BOLT = 46.0 KIPS TOTAL LOADING COMBINATIONS: ,+ s - 100% STRESS LEVEL f�OK Y 4 ” 4 4 x MAX TENSION = o . oo KIPS X LF ,= 0 . MAX SHEAR = o . e7 KIPS X LF ,= 2.28 COMBINED CONCRETE = 0.004 a 4 4 COMBINED STEEL = 0.002 133% STRESS LEVEL MAX TENSION = ''> :'3.9 'MAX KIPS X LF = r 8.337 • O s SHEAR = 5.47 KIPS X LF = 18,60 ti r r T COMBINED CONCRETE = 0.385 COMBINED STEEL= 0.133 � BRACE BAY #1 AT 133%' • MAX TENSION = o KIPS X LF. _ . 0 OK MAX SHEAR 0 KIPS X LF =. 0.00 ` OK • .: COMBINED CONCRETE = 0.000, OK y'. COMBINED STEEL = 0.000.,'', BRACE BAY #2AT 133% y ti MAX TENSIO - _ KIPS X LF = 0 OAK w F , 9. MAX SHEAR o KIPS X LF - 0 0 COMBINED CONCRETE = 0.000 COMBINED STEEL= 0.000 EW3Yo- .r +. e *• � ��" ' • `` 1 * ` N" .. ti a r r INTERIOR COLUMNS .r a }FULL AREA 3 a0%442 SQINMUSED FOR CONCRETE'STRENGTH)' ' OOTAREA.t2 F 0RISH 1 r+. M zwlaR'QWS NO: ;BOL`TS t � OF z >' BOLTS 4 NOTAL _ y a, ''' EMBEDMENT s d ,"INCHES'" GAGE1 . 4"+�7� INCHES . . 42 � a STEEL: -Pss = 16.3 K / BOLT = 65.2 KIPS,TOTAL Vss = 13,6 K / BOLT = ' 54:4 y . CONCRETE: As = 305.1 SQ. IN. FOR EDGE DIST >= EMBEDMENT At '= 16.0 SQ IN m Pc,= 29.8 KIPS Vc = 11.5 KIPS/BOLT = 46:0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 ' KIPS X LF- 0 OK�� MAX MAX SHEAR = 0.00 KIPS X LF = " 0'00 SOK ,w - COMBINED' CONCRETE = 0.000OK> r .`•' 1 7 COMBINED STEEL = 0.000 OK, 133%.STRESS LEVEL ( MAX TENSION = 5.81' KIPS X LF = 1220 SHEAR = 5.85 KIPS X'LF = 19.89 `MAX , 1 COMBINED CONCRETE = 0.545c COMBINED STEEL = 0.169 AK BRACE BAY #1 AT 133% ` 4 ' MAX TENSION = KIPS'X LF.= -0.00..OK �7 MAX SHEAR = KIPS X LF -`0.00 OK t Y r + r ( COMBINED CONCRETE = 0.000OK t COMBINEm S, TEFL - 0.000 W OK ' ' lam/ ' • '/r - � BRACE BAY #2 AT 133%- �' t ' MAX TENSION = IPS LF = 0.00 OKa - !•, MAX SHEAR= 4PS LF = , 0.00 OK* ¢ p r ~ w M ' t 'COMBINED CONCRETE _ , 0 000 OK s = OK h t COMBINED STEEL 0.000 -.�` , EW4 r'? tY ( 4 r, . 17 - T • -! ` � • f � «' � •�, - K ' Y wry 4 IV .(� , ! e•I • ( 3^. •4.7-. � •� .ir 1 tom~ ' ♦., s.. I� _ .. • s C- ( , .. • �` .. IT 'n ap S _ i' : , � �''t� � °�a R3"Ai u a �' CND�gLL •�a � �' 1 ERING a3�= '^Y x � �J` • � . �MIDPINES,;,,C��1 X95345. �� �� �, ��� , � � my Job No` ��� ,� :� '� � ` 5a im4,ni LDING FO..UND/1T10 115ES.IGNA RIGIDRFRAMEN'ATIN.G5=10 y 71 MANUFACTURER: Butler Manufacturing k , BUILDING NO: D06-10980 BUILDING LINES: 5-7 + L CLIENT: NVBS f " LOCATION: BUTTE CO ' REACTIONS: LINEA H VH 'V a3 DL 6:54 9.35 - .. CL- 15.27 17.86 LL 16.66 19.50 �i `, f w^ " �'� • �. WLL -29.55 " z4.74 + " WLR -11.35 -20.76 ��.' S s•. IP. IS EQ -5.22 -2.20 SLL %`�' ' SLR EWP _-14.78. -22.75 .� ,. 11 -14.78 -22.75.. CRI - �� PD,0 001 -0.20 100% STRESS LEVELA .. MAXIMUM 38.47 46.73 0.00 O.00M yf` MINIMUM 6.54 9.15 0.00 0.00 Qt ' 133%'STRESS LEVEL MAXIMUM• 16 59 " 25.03 0.00 0.00 MINIMUM -23:01 -15.39 0.00 0 00 ' �' " ►' w MATERIALS AND ALLOWABLE STRESSES: - f r SOIL: BASE BEARING CAP: 2.6 KSF •' WIDTH INCREASE: �•, , o% PER FOOT IN EXCESS OF 1 DEPTH INCREASE: 5o%'' PER FOOT IN EXCESS OF 1" CONCRETE: F'c ` 2.5 KSI @ 28 DAYS - WT= 0.15 KCF REINFORCING: r Fs = 24 KSI DESIGN CONSTANTS: N°= 10 J = ' 0.9 (ASSUMED FOR APPROXIMATE MR'CALCULATIONS) . RFI' F'F " M P : - P k * r a , .T- X. • _ f Y] r ot ' f, - �iA y x � • 3 � i �, - • C j1 • f • r v - SLAB. SLAB THICKNESS:T —INCHES. 9 INCHES *d '� SLAB REINFORCING: �c+• < •' -4 iz IN. O.0 ; As = 0:200'r,", SQ.:IN:'/ FT " " { " JL WEIGHT OF SLAB'TO RESIST UPLIFT: ,. SLAB Mr, — 133% x Fs x As x T/2 x J/12 ' 2160 K- FT ` SLAB WT = 0.113- KSF EFFECTIVE SLAB WIDTH _ SQRT('2 x Mr / WT) 6.20 FT EFFECTIVESLAB' WEIGHT,--= WIDTH'x W't 0:697. K /LF SIDE A LPERIMETER FOOT NI G/THICKENED REINFORCING TOP„ #4TOTAL OF 2.. TO`P�As �lOTA'l OF a. e2 4B®T Asp= a ®.4 KSQ`IN, � COMBINED WEIGHT `OF.PERMITER. ,AND SLAB TO RESIST -UPLIFT:- FOOTING WT = Wf 0.225 KLF ^ ; SLAB WT — Ws 0.697 KLF TOTAL WT = Wf +, Ws 0 922 • �PERIMETER Mr -=133%x FsxTOP Asx(d-2")x1/12=- " 1`536 K -FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) i f . 5.77 FT r � • • - FOR 2 -SIDES- TOTAL WT = 2 x -L x TOTAL WT = 10.64 `K RIGID F>RAMEF,O:O�TING: �' `� ``4REIN,�F bRCING� � TiOP #4 'TOTAL�O�,F 4 �, � TOP A`"s*� ®�80 �••� SQ IN .� : ` r BOTTOM. #4 TOTALOF 5 OT As-= +x' FOOTINGS r 8.78. K y;•' '. _WEIGHT: SLAB AT FOOTING'= 14.15 rJ r •OVERBURDEN @ 120 PCF — 0`54 PERIMETER FOOTING AND SLAB10.64 o TOTAL DEAD WEIGHT'- ; . X24.14, r UPLIFT: SIDE .100% 133% GOVERNS" .'LEFT, 0 _ -15.3915.39 OK ' RIGHT0. 0 .0 OK,� t + 'BEARING: AREA 27.00 SQ FT. J - • "�. y y INCREASE IN BEARING FOR WIDTH '' 0% ^r# ,,; j' ' , ��-. - .;i, �• - INCREASE IN BEARING FOR•DEPTH.50% ',f }� 'r.-�'.•` t ` v `, r'� ;S ai .'� G 1 �.. ,V.g` � ,. �.. • -„ ..F �-- '+• , .. ', �y'-y k `_fid r ALLOWABLE SOIL PRESSURE= 3.00 °KSF @100% r. 3.99 .KSF @ 133% LOADS. , SIDE100°/u 1 133% SP 100% ;.., SP @}133% "; 9 LEFT ° 46.73 25 03 1.73 KSF 0:93 KSF '01 OwK"f` RIGHT 0.00 KSF 0.00 'KSF OKE@LT ?a"OK°eERTff MM, r' " OK@dF2T OFC@ w a i .Y'Y BENDING STRESSES IN CONCRETE AND REINFORCING: HAIRPIN CANTILEVER FOOTING LENGTH = U2 = POSITIVE MOMENT = SP x W x 1-12/2 = P = 0.10% K = fs = 16.4 KSI fc = 235 PSI 3.00 FT 35.05 K -FT @ 100% 0.1434 J= 0.9522 FS = 24 OK fc= 1125 OK NEGATIVE MOMENT DUE TO PERMITER FTG = 15.97 K -FT MOMENT DUE TO FOOTING WT = 6.58 K -FT TOTAL NEG. MOMENT = 22.55 K -FT P = 0.08% K = 0.1283 J = 0.9572 fs = 13.1 KSI FS = 24 Q.K fc = 112 PSI fc = 1125 OK ANGLE AT TO SIDEWALL = 90 DEG TENSION TO SLAB: SIDE 100% 133% GOVERNS LEFTI 38.47 16.59 1 38.47 RIGHT 0 0 1 0.00 REQ'D As = 1.60 SQ IN TOTAL = 0.80 SQ IN/LEG STEEL: #6 TOTAL OF 2 --> As = 0.88 OAK REQ'D SPREAD FOR SLAB TO TIE FRAMES = NA FEET TOTAL REQUIRED HAIRPIN LENGTH = NA FEET RF3 CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Midpines, CA 95345 Phone: (209 )9�6®6-4844 Fax: (2t09)966 -4744 O Ll_ SHEET OF JOB NO: DATE: CRANDALL ENGINEERING SHEET 25, of 4958 Ponderosa Way JOB NO: P.O. Box 124 Midpines, CA 95345 DATE: Phone: (209 )966-4844 Fax: (209)966 -4744 ,.,.v; SYMB Vx Vz Vtot k D UBC REF Vu k 0.00 -27.23„ Crandall Engineering COMBINED I VuNss I Pu/Pss SHEET !/'r OF P.O. sox 124 Lr 1909.2.1, 9-1' 0.00 0.00 MIDPINES, CA 95345 S 0.000 JOB NO: 05e� i 2 CONCRE•TiEdNCHORAGEf)ESIGN� aG?I?P..:&BOL�TS( f2001sCBC„`' 9-2 0.00 0.00 24.74 W2 - - 0.000 0.029 0.00 20.76 ' WPREC SMUCKERS l 0.00 0.00 22.75 W4 EMBER BUTGEQO r a. 0.000 0.000 0.00 22.75 „w E12.22 - MATERIALS: - Fc = 2500 PSI SPECIAL INSPECTION PROVIDED: N • - . - %= 1.0 ' (NORMAL WT CONCRETE) 0.000 - 0.000 0.004 TENSION ZONE: ,. - N - - -. ¢= 0.65 0.00 - k= 2.0 - .. ... .. Fut = 58 KSI (A-307 BOLTS) BOLATS -. „� THREADEDOR UN•TH READEDr3. DIAMETERY �2b INCH �� FULLAREl1 SQIN USED ORsCOht ETE TENSIttErAREA ,)�,� � �0�969 SQ i1N�(USxED FOR`STEEL STRENGTH) 0.000 - 0.000 0.004 0.000 X,p � STRENGTH)z y a. y �- ��' Y '. �i• ��p' '.r N .E "s 4 EMBEOMENTf �800x'ICHIESm tEDGE7DIS7f=F Ypp.�'.cl�� - STEEL: Pss = 50.6 KIPS/BOLT = 202.3 BOLTS GAGE KIPS TOTAL ic�i �°�`4 6� . TOAL 'a T S INCHES ' cCd�.. - R. �� �i - ' " Vs = 42.2 168.6 7 k (0.75(l.4 D + 0.0 L + 1.7 W2)) 0.00 CONCRETE: 0.000 0.000 0.000 0.000 0.000 A) FOR EMBED - EDGE: 8 k (0.75(l.4 D + 0.0 L + 1.7 W3)) 0.00 Al = 2 X EMBED X ( PITCH + GAGE) + PIEMBED^2) = 1321.4 SQ IN 0.000 0.000 0.004 A2 = PITCH x GAGE = 20.0 SQ IN 0.00 .. .. Ap = 1341.4'.. SQ IN 0.000 0.000 0.004 8) ALTERNATE VALUE FOR Ap WHERE EDGE < ENBE 1080.0 SQ IN 9-3 0.00 • CONTROLLING VALUE A 1080.0 " SQ. IN - 0.000 0.076 ' PHI xPc= 140.4 KIPS 11 k (0.9 D + 1.3 W2) 0.00 PHI z Vc = 31.9 KIPS/BOLT = 127.6 , KIPS TOTAL 0.054 �Jr- 0.000 0.025 SYMB Vx Vz Vtot k D UBC REF Vu k 0.00 -27.23„ L COMBINED I VuNss I Pu/Pss 0.00 1 Lr 1909.2.1, 9-1' 0.00 0.00 0.000 S 0.000 0.000 0.000 0.00 2 . W1 9-2 0.00 0.00 24.74 W2 - - 0.000 0.029 0.00 20.76 W3 0.00 0.00 22.75 W4 0.000 0.000 0.000 0.00 22.75 „w E12.22 0.00 0.83- 0.000 E2 _ 0.000 - 0.000 0.004 0.00 5 LOAD COMBINATIONS. �5: FACTORED FORCES CONCRETE STEEL - UBC REF Vu k Pu k VuNd I Pu/Pc COMBINED I VuNss I Pu/Pss COMBINED 1 k ( 1.4 D + 1.7 L) - 1909.2.1, 9-1' 0.00 0.00. 0.000 0.000 0.000 0.000 0.000 0.000 2 k (0.75(l.4 D+ 1,7 L+ 1,7 W7)) 9-2 0.00 5.90 0.000 0.065 0.008 _ 0.000 0.029 0.001 3 k ( 0.75(1.4 D + 1.7 L + 1,7 W2)) 0.00 0.00 0.000 .' 0.000 0.000 0.000 0.000 0.000. 4 k ( 0.750.4 D + 1.7 L + 1.7 W3)) . 0.00 0.83- 0.000 0.009 - 0.000 - 0.000 0.004 0.000 5 k (0.75(l.4 D + 1.7 L + 1.7 W4)) 0.00 0.83 0.000 0.009 0.000 - 0.000 0.004 0.000 6 k ( 0.75(1.4 D + 0.0 L + 1.7 W1)) 9-2 0.00 5.90 0.000 0.065 0.008 0.000 0.029 0.001 7 k (0.75(l.4 D + 0.0 L + 1.7 W2)) 0.00 0.00: 0.000 0.000 0.000 0.000 0.000 0.000 8 k (0.75(l.4 D + 0.0 L + 1.7 W3)) 0.00 0.83 0.000 0.009 0.000 0.000 0.004 0.000 9 k ( 0.75(1.4 D + 0.0 L+ 1.7 W4)) 0.00 0.83 0.000 0.009, 0.000 0.000 0.004 0.000' 10 k (0.9 D + 1.3 W 1) 9-3 0.00 15.31. 0.000 0.168 0.038. 0.000 0.076 -0.006 11 k (0.9 D + 1.3 W2) 0.00 4.96 0.000 0.054 0.006. 0.000 0.025 0.001 12 k (0.9 D + 1.3 W3) 0.00 10.14 0.000 - 0.111 0.019 0.000 .0.050 0.003 13 k 0.9 D + 1.3 W4 0.00 10.14 1 0.000 0.111 1 0.019 0.000: 0.050 0.003 ' 14 k ( 1.4 D), - 1612.2.1.12-1 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 15 k ( 1.2 D + 1.6 L + 0.5 Lr) . _ 12-2 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 - 16 k ( 1.2 D + 1.6 L + 0.5 S) 0.00 .0.00 0.000 0.000 0.000 0.000 0.000 0,000 17 k ( 1.2.D+ 1.6 Lr+y1 L) 12-3 0.00 0.00 _ 0.000 - 0.000 -0.000 0.000 0.000 -:0.000 18 k ( 1.2 D + 1.6 Lr +p.8 W 1) 12-3 0.00 0.00 '0.000 0.000 0.000 0.000 0.000 0.000 19 k ( 1.2 D+ 1.6 Lr+ 0.8 W2) 0.00 0.00 0.000 0.000 0.000 0.000 0.000 - 0.000 20 k (1.2 D + 1.6 Lr + 0.8 W3) 0.00 0.00 0.000 0.000 0.000 _ 0.000 -0.000 0.000 21 k ( 1.2 D + 1.6 Lr + 0.8 W4) 0.00 ' 0.00 0.000 ' 0.000 ' 0.000 0.000• 0.000' . 0.000 22 k ( 1.2 D + 1.3 W l + f1 L +0.5 Lr) 12.4 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 23 k ( 1.2 D + 1.3 W2 + ft L +0.5 Lr) 0.00 0.00 0.000 0.000 - - 0.000 0.000 0.000 0.000 24 W k ( 1.2 D + 1,3 3 + fl L +0.5 Lr) 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 ' 25 k 11.2 D + 1.3 W4 + fl L +0.5 Lr)... 0.00 0.00 -0.000 '0.000 0.000 0.000 - 0.000 - 0.000 26 k ( 1.2 0 + 1.3 W 1 + fl L +0.5 S) 12.4 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 27 k ( 1.2 D + 1.3 W2 + fl L +0.5 S) 0.00 , 0.00 0.000 0.000 0.000 0.000 0.000 - 0.000 " 28 k ( 1.2 D + 1.3 W3 + fl L-+0.5 S) 0.00 0.00 0.000 0.000 0.000 , 0.000 0.000 0.000 29 k ( 1.2 D + 1.3 W4 + fl'L +0.5 S) 0.00 0.00 0.000 - 0.000 -0.000 .0.000- - 0.000 0.000 30 k ( 1.2,D + 1.0 E1 +f1 L + f2 S) 12.5 0.00 0.00' 0.000 0.000 0.000 0.000 0.000 0.000 -31 k (1.2'.D+.1.0 E2 +f1 L + f2 S) - 0.00 0.00- 0.000 0.000 0.000 0.000 0.000 0.000 32 k ( 0.9_D + 1.0p E1, ) 12-6 0.00 .. 0.00 0.000 -0.000 0.000 0.000 0.000 0.000 33 k (0.9 D +1.0p E2) - 0.00 0.00 '0.000 0.000 0.000 0.000 - .0.000 0.000- .000.34 34 k (0.9.D =1.0p E1) - : 12.6 0.00 0.00 0.000 0.000 0.000 '• 0.000 - 0.000' 0.000, 35 k (0.9 D - 1.0p E2) 0.00 0.00 - 0.000 0.000 0.000 0.000 0.000 0.000 - 36 k (0.9 D + 1.3 W t ), _ 12.6 0.00. 0.47 0.000 .0.005 0.000 0.000 0.002. 0.000 37 k ( 0.9 D + 1.3 W2) 0.00 0.06 0.000 0.000 0.000 0.000 0.000 0.000 ` 38 k (0.9 D + 1.3 W3) - - 0.00 0.00 0.000 0.000 0.000. 0.000, - 0.000 0.000 39 k 0.9 D + 1.3 W4), 1 0.00 0.00 0.000 0.000 1 0.000 1 0.000 0.000 1 0.000 '0;000'-".' ' Or186 :''°3J 0 038,&" ; '- 0 00,0,E 'TOt078 u 0;006-.. �* „1,MAX OK�ri: OK SOK { A �5: Y? CRANDALL ENGINEERING 4958 Ponderosa Way P.O. Box 124 Midpines, CA 95345 Phone: (209 )966-4844 Fax: (209)966 -4744 b� rzv-LA---r - -M - �\ Fio, c -> SHEET OF JOB NO: a z DATE: -7 / L10 en Cm v c --k3 l car'(2) - �. - i \` � - d,, -I �i, �V,06 p � Gl� 7 Crandall Engineering 1.69 SHEET 1XV OF P.O. BOX 124 -15.55 -8.25 MIDPINES, CA 95345 20 _ _ E JOB NO: CSS—"E"T STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS 18 MANUFACTURER: BUTLER 26.91 BUILDING NO: D06-140981 -20.76 BUILDING LINE: 2A -4A WIND CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER RIGID FRAME H V 1.69 2.79 -8.25 -15.55 -8.25 -15.55 20 FT VERTICAL BRACE DISTANCE = 18 10.00 -8.00 26.91 11.96 -20.76 1.52 2.51 REDUNDANCY/RELIABILTY FOR BB # BRACES = 2.00 BUILDING AREA= 3200 s.f. OVERSTRENGTH FACTOR = 2.20 BRACE ROD SIZE 0.75 " Diameter At = 0.33 SQ. IN. HORIZONTAL BRACE DISTANCE = 20 FT VERTICAL BRACE DISTANCE = 18 FT LENGTH = 26.91 MAX BRACE T =90% Al Fy = 15.03 K H V 11 BRACE 1 11.17 10.05 ri = 0.50 p= 1.29 GOVERNING BRACE BAY FORCES (SVC): H V • W 11.96 -20.76 E 1.52 2.51 REACTIONS FROM BUILDING MANUFACTURER RIGID FRAME H V 6.98 Crandall Engineering SHEET OF P.O. BOX 124 -8.25 MIDPINES,CA 95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: D06-140981 BUILDING LINE: 2A -4A SEIS CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER RIGID FRAME H V 6.98 10.65 -8.25 -15.55 -8.25 -15.55 20 FT VERTICAL BRACE DISTANCE = 18 FT LENGTH = 6.00 -5.00 1.27 9.90 8.38 4.97 REDUNDANCY/RELIABILTY FOR BB # BRACES = 2.00 BUILDING AREA= 3200 OVERSTRENGTH FACTOR = 2.20 BRACE ROD SIZE 0.75 " Diameter At = 0.33 SO. IN. HORIZONTAL BRACE DISTANCE = 20 FT VERTICAL BRACE DISTANCE = 18 FT LENGTH = 26.91 MAX BRACE T =90% At Fy = 15.03 K H I V 11 BRACE 1 11.17 1 10.05 11 d = 0.50 s.f. p = 1.29 GOVERNING BRACE BAY FORCES (SVC): H V W 1.27 -4.90 E 8.38 4.97 Crandall Engineering SHEET '�F;P OF P.O. BOX 124 -1.84 MIDPINES, CA 95345 JOB NO: STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: DOS -140981 BUILDING LINE: 2C -4C SEIS CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER RIGID FRAME H V 0.00 3.08 -1.84 -2.80 -1.84 -2.80 20 FT VERTICAL BRACE DISTANCE = 16 FT LENGTH = 6.00 5.00 1.84 0.28 5.59 1.85 90%D+Ebb/1.4 +30% EV1.4 11 REDUNDANCY/RELIABILTY FOR BB # BRACES = BUILDING AREA = OVERSTRENGTH FACTOR = 2.20 2.00 3200 s.f. BRACE ROD SIZE 0.75 " Diameter Al = 0.33 SO. IN. HORIZONTAL BRACE DISTANCE = 20 FT VERTICAL BRACE DISTANCE = 16 FT LENGTH = 26.91 MAX BRACE T =90% Al Fy = 15.03 K H V 11 BRACE 1 11.17 1 10.05 ri = 0.50 p= 1.29 GOVERNING BRACE BAY FORCES (SVC): H V W 1.84 0.28 E 5.54 -1.85 Crandall Engineering P.O. BOX 124 MIDPINES, CA 95345 STEEL BUILDING FOUNDATION DESIGN - BRACE BAY REACTIONS MANUFACTURER: BUTLER BUILDING NO: D06-140981 BUILDING LINE: 2C -4C WIND CLIENT: NVBS LOCATION: BUTTE CO. REACTIONS FROM BUILDING MANUFACTURER REDUNDANCY/RELIABILTY FOR BB # BRACES = 2.00 BUILDING AREA = 3200 OVERSTRENGTH FACTOR = 2.20 SHEET AI OF JOB NO:� " BRACE ROD SIZE RIGID FRAME H V D 0.75 "Diameter At= 0.76 EWP HORIZONTAL BRACE DISTANCE = -2.80 EWS VERTICAL BRACE DISTANCE = -2.ao E N1.8 26.91 PD MAX BRACE T =90% At Fy = 15.03 Wbb H V Ebb 8.00 D+EW+Wbb 1.84 2.04 90%D+Ebb/1.4 +30% Et/1.4 9.23 -6.70 REDUNDANCY/RELIABILTY FOR BB # BRACES = 2.00 BUILDING AREA = 3200 OVERSTRENGTH FACTOR = 2.20 SHEET AI OF JOB NO:� " BRACE ROD SIZE 0.75 "Diameter At= 0.33 SQ. IN. HORIZONTAL BRACE DISTANCE = 20 FT VERTICAL BRACE DISTANCE = 16 FT LENGTH= 26.91 MAX BRACE T =90% At Fy = 15.03 K H V BRACE 1 11.17 10.05 ri = 0.50 s.f. p = 1.29 GOVERNING BRACE BAY FORCES (SVC): H V W 1.84 -2.04 E 9.23 -6.70 MANUFACTURER: Butler Manufacturing BUILDING NO: D06-10981 ' BUILDING LINES: 2-5 , CLIENT: NVBS LOCATION: BUTTE CO REACTIONS: 100% STRESS LEVEL LINE B V H V r 100% STRESS LEVEL LINE B V H V DL 1.69 3.66 CL 5.29 .10.01 LL 5.75 11.69 WLL -8:72 -17.02 WLR -12.66 19:2s IP MINIMUM -10.97 IS 0.00 0.00 EQ -2.82 1.44 ._ SLL SOIL: BASE BEARING CAP:, / SLR WIDTH INCREASE: EWP -10.62 -17.98 EWS -'10.62. -17.88 CR1 CONCRETE: ' F'c = 2.5 PD -0.02 -0.23 100% STRESS LEVEL MAXIMUM 12.73- 25.36 0.00 0.00 MINIMUM 1.67. ` 3.43 0.00 0.00 v 133%STRESS LEVEL , MAXIMUM" 4.16 15.11 0.00 0.00 MINIMUM -10.97 -15.59 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP:, 2.0 - KSF WIDTH INCREASE: o% PER FOOT.IN EXCESS OF 1' DEPTH INCREASE: so% PER FOOT IN EXCESS OF 1' CONCRETE: ' F'c = 2.5 KSI @ 28 DAYS WT = 0.15 _ KCF REINFORCING: Fs= 24 KSI DESIGN CONSTANTS: N 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) " RF1 SLAB: SLAB THICKNESS: T = 9 INCHES �. SLAB REINFORCING: as @ 12 IN. O.C. As = 0.200 SQ. IN. / FT:, WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr 133% x Fs x As x T/2 x J/12 2.160 K- FT SLAB WT = 0.113 ' KSF , EFFECTIVE SLAB WIDTH = .SQRT( 2 x Mr / WT) 6.20 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt 0.6977 K /LF -` SIDEWfALPERIM TETaE ERFODTING./THICK ED SLAB, REINFORCING: TOP: , �. ;#4 .TO�TrAL OF � ,�, � ��' `�;�TOP•As-®.4 ""SQ IN 4 ^ :NOTAL COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST, UPLIFT:` FOOTING WT = Wf 0.300. KLF SLAB WT = Ws = 0.697. KLF NOTAL WT = Wf + Ws PERIMETER Mr = 133% x Fs x TOP As x ( d.- 2") x j l 12 21:. Y1 `K-FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) _ 6.51 FT FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT 12.98 K RIGID"F ME FOOTING �� b� 36 ;, IN # � . •; : d� . ; 3g �� •' IN � : � � �L � 48� � IN BOTTOM: a #4 ti� . TOTALO.Fe 4BOT'A`s - 0=80 ' SQI'N WEIGHT: FOOTING 5.40 k -" } SLAB AT FOOTING = 2.79 OVERBURDEN @ 120 PCF= 0:00 PERIMETER FOOTING AND SLAB = 12.98 TOTAL DEAD WEIGHT = 21:17 K ° ° UPLIFT: _ - -SIDE 100% 133/0 GOVERNS LEFT 0 -15.59 15.59 n OK x RIGHT 0 0 0OK� ;BEARING: AREA = 12.00 SO. FT: INCREASE IN BEARING FOR WIDTH = 0%' INCREASE IN BEARING FOR DEPTH = k 75% ALLOWABLE SOIL PRESSURE 3.50 KSF @100% i 4.66 KSF @ 133%, LOADS: SIDE 1000%133%'1 SP CcD 100% SP @ 133% } LEFT 25.36 15'.1.1 2.11 KSF 1.26 'KSF �OKF RIGHT 0 0 0.00 KSF 0.00 KSF • QAS OK�@LT �p,OFC@�Tr i RF2 :b�/ BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = L/2 = 2.00 FT POSITIVE MOMENT = SP x W x 1-112/2 = 12.68 K -FT @ 100% P = 0.07% K = 0.1161 J= 0.9613 fs = 6.0 KSI FS = 24 -6R77771 fc = 70 PSI fc = 1125 OKE, NEGATIVE MOMENT DUE TO PERMITER FTG = 12.98 K -FT MOMENT DUE TO FOOTING WT = 2.70 K -FT TOTAL NEG. MOMENT = 15.68 K -FT P= 0.07% K= 0.1161 J= 0.9613 fs = 7.4 KSI FS = 24 fc = 86 PSI fc = 1125 OK " HAIRPIN ANGLE AT TO SIDEWALL = 48 DEG TENSION TO SLAB: SIDE 100% 133% GOVERNS LEFT 12.73 4.16 12.73 RIGHT 0 0 0.00 REQ'D As = 0.71 SQ IN TOTAL = 0.36 SQ IN/LEG STEEL: #6 TOTAL OF 1 --> As = 0.44 OK�;� REQ'D SPREAD FOR SLAB TO TIE FRAMES = 3.2 FEET TOTAL REQUIRED HAIRPIN LENGTH = 8.96 FEET RF3 - ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1923.3 Fc = 2500 PSI LAMBDA = 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR -.75 X'1.4 X 2 = DL4METER i INCHES FUUiN A'REA� 0 785 SQ SIN (USED�FOR�COC R®®T AREA 0 551Ar, SQIN(USED:FOR 2:1 .3 . STEEL RETE`STTRE ��:t�'�Li S4TRENGTH)u? a EMBEDMENT �z �"°� SEDGE ®`IST ., 12 STEEL: Ps= 29.8 , K / BOLT = INCHES'; `�'c' 'M ,. 119.0 '! KIPS TOTAL v+ i4.:s. PITCH- •.i' ..k `.. SWj;.., a Vs = 24.8 - K /BOLT = 99.2 CONCRETE: As = 911.2 For edge distance >= Embedment At = PITCH x GAGE = 16.0 SQ IN PHI x Pc = 85.0 KIPS. PHI x Vc = 20.4 KIPS/BOLT = 40.8 KIPS TOTAL LOADING COMBINATIONS: LEFT SIDE MAXIMUM AT 100% , MAX TENSION = o.00 KIPS X LF = 0.00 MAX SHEAR = 6.39 KIPS X LF = 21.73 COMBINED CONCRETE = 0.44 QKk >• COMBINED STEEL = , 0.05 O.K. LEFT SIDE MAXIMUM AT 133% MAX TENSION = 15.59 KIPS X LF = 32.74 OK MAX SHEAR = 10.97 KIPS X LF = 23.04. QK. COMBINED CONCRETE _ 0.72 OK^ COMBINED STEEL = 0.13 'i BRACE BAY AT 133% MAX TENSION= 20.76 KIPS X LF = 43.60'OK MAX SHEAR 11.96 KIPS X LF = 25.12 COMBINED CONCRETE = 0.99 zOK COMBINED-STEEL= 0.20 OK BRACE BAY AT 133% MAX TENSION.= 4.90 KIPS X LF = 10.29 MAX SHEAR = 8.38 KIPS X LF, = 17.60 OKMR 13-Sep-06 " 11:30AM COMBINED CONCRETE _ 0.31'19COMBINED-STEEL= ;0.04 RF4 FROM FAX NO. :5303455046 FROM :BUTLER FAX NO. :5596515395 I later Xfam}rbaluring C vmpany 7440 Dav Avenue. DUTL�IR P.0_ Box 1590 Mafia, C.4 93279-1590 (55p) 631-,536.0 September 12, 2006 Jessica Hopper. North Valley Building Systems Re: RMC #1409$0 & 14(3981 — SM[JCKERS — Chico, CA Sep. 13 2006 05:44AM P2 Sep. 12 2006 06:08PM P1 I'or your request ]. revievmd the subject project for the change in Soil Profile Type !'rirt'n Sn to SF,, 1 have re -analyzed all the frames, bracing, and structurals for the change in both. units and determined that; the change in Soil Profile Type does not require modification of the structure a,4 originany denigned. Please call us if you have any quesrscaaas, Cordially yours, Richard A. Maddox, P.E. Lead Engineer PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 PROJECT NAME This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the DATE Smucker Office DATE OF PLANS 1/10/07 1/10/2007 PROJECT ADDRESS <:. 37 Sway'Avenue Chico 160 Sq.Ft. 0& n n0` PRINCIPAL DESIGNER - ENVELOPE ', : _ TELEPHONE Building Permit # North Val(eyYBuilding Systems (530) 345-7296 PHASE OF CONSTRUCTION DOCUMENTATION AUTHOR TELEPHONE Checked by/Date Donna Wallace (530) 893-4982 Enforcement Agency Use GENERAL INFORMATION This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to a Building using the performance compliance approach. The documentation preparer hereby certifies that the documentation is accurate and complete. DATE OF PLANS 1/10/07 SIGNATURE /� �� BUILDING CONDITIONED FLOOR AREA 160 Sq.Ft. 0& n n0` CLIMATE ZONE 11 BUILDING TYPE NONRESIDENTIAL HIGH RISE RESIDENTIAL permit application. The proposed building as designed meets the energy efficiency requirements contained in sections 110, 116, HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION ADDITION sign this document as the person responsible for its preparation; and that I a l c se, ih the �] 1 EXISTING + ADDITION/ALTERATION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to a Building using the performance compliance approach. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNATURE /� �� DATE Donna Wallace 0& n n0` 1/10/07 The Principal Designer hereby certifys that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements contained in sections 110, 116, through 118, and 140, 142, 143 or 149 of Title 24, Part 6. ENV. LTG. MECH. F] n ❑ 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the B i sgand_l, fess ads 'o�ig o tState��f� sign this document as the person responsible for its preparation; and that I a l c se, ih the �] 1 California as a civil engineer, mechanical engineer, or I am a licensed architect BUILDINGDIVISION 2. 1 affirm that I am eligible under the provisions of Division 3 of the Busines and Professions Code Sectign ® ® �.� w.,,��Arr r��� A 5537.2 or 6737.3 to sign this document as the person responsible for its prepa a�ion; i that'l, am a,license contractor this performing work. /Z2 3. 1 affirm that I am eli ible under Division 3 of the Business and Professions Code to si n this document 9 9 because it pertains to a structure or type of work described as exempt pursuant to Business and Professions Code Sections 5537, 5538, and 6737.1. (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) ENVELOPE COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures A*ach e al Pa e. 13 ENVA Required Forms PRINCIPAL ENVELOPE DESIGNER - NAMELIC. NO. DAT North Valle BuildingSIGNATU Systems 1 73 /'/W 6 LIGHTING COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures pv a c h e -a(— Pa 5 e_ 14- 4Required LTG -1, LTG -2 RequiredForms PRINCIPAL LIGHTING DESIGNER - NAMESIGNATU LIC. NO. DAT North Valle BuildingSystems �� g/Z/73 f L MECHANICAL COMPLIANCE Indicate location on plans of Note Block for Mandatory Measures A {ia c h ed— pct e 5 16-4 1(a MECH-1 MECH-2, MECH-3, ECH-5 Required Forms PRINCIPAL MECHANICAL DESIGNER - NAME SIGNA RE) LIC. NO. DAT North Valley Building Systems 61? -123 / EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Paoe:1 of 16 1 la PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 PERF-' PROJECT NAME DATE Smucker Office 1/10/2007 ANNUAL TDV ENERGY USE SUMMARY kBtu/s ft- r Conditioned Floor Area Unconditioned Floor Area Conditioned Footprint Area Fuel Type 160 sqft. sqft. sqft. Standard Proposed Compliance 160 ENERGY COMPONENT Design Design Margin Ili Standard Proposed Front Elevation (S) Space Heating 12.84 18 sqft. 11.49 1.35 0 sqft. 0 S ace Coolin 9Indoor 97.21 Rear Elevation (N) 92.44 sqft. 4.77P sqft. 0.0% Right Elevation (E)l Total Roof• Fans 84.39 181 1 36 sqft. sqft. sqft. 88.49 -4.10 Heat Rejection 0.00 0.00 0.00 ;Hwom Pumps & Misc. 0.00 0.00 0.00Domestic Hot Water 14.55 14.75 -0.20 Lighting 69.92 67.76 2.16 "Qft'° Receptacle 80.57 80.57 0.00 Process o.o0 0.00 0.00 TOTALS: 359.48 Percent better than Standard: 355.49 3.99 1.1% ( 1.1% 0 10 20 30 40 60 60 70 80 90 Building Orientation Number of Stories Number of Systems Number of Zones S 190 deg Conditioned Floor Area Unconditioned Floor Area Conditioned Footprint Area Fuel Type 160 sqft. sqft. sqft. 1 0 1 160 11 Natural Gas Glazing Ratio Standard Proposed Lighting Power Density 1.200 W/sgft. 1.163 W/sgft. Prescriptive Env. Heat Loss 62 Btu/h 75 Btu/h Prescriptive Env. Heat Gain 5,315 Btu/h-F 7,690 scum -F Remarks: See Pages 86 and 8C for lighting inside unconditioned Warehouse and Cold Storage spaces. stun initiation Time: 01/10/07 10:59:24 Run Code: 1168455564 EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:2 of 16 Orientation Gross Area Glazing Area Glazing Ratio Front Elevation (S) 116 sqft. 18 sqft. 15.5% Left Elevation (W) 0 sqft. 0 sqft. 0.0% Rear Elevation (N) 0 sqft. 0 sqft. 0.0% Right Elevation (E)l Total Roof• 88 204 160 sqft. sqft. sqft. 181 1 36 sqft. sqft. sqft. 20.5% 0.0% Standard Proposed Lighting Power Density 1.200 W/sgft. 1.163 W/sgft. Prescriptive Env. Heat Loss 62 Btu/h 75 Btu/h Prescriptive Env. Heat Gain 5,315 Btu/h-F 7,690 scum -F Remarks: See Pages 86 and 8C for lighting inside unconditioned Warehouse and Cold Storage spaces. stun initiation Time: 01/10/07 10:59:24 Run Code: 1168455564 EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:2 of 16 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 PROJECT NAME Smucker Office DATE 1/10/2007 ZONE INFORMATION System Name Zone Name Occupancy Type Floor Area (sqft.) Inst. LPD (W/sf)1 Ctrl. Allowed LPD Credits Area I Tallored (W/sf)2 W/s 3 W/s 4 Proc. Loads (W/sf) System -1 Zone 1 - Office Office 160 1.16 Notes: 1. See LTG -2-C 2. See LTG -4-C 3. See LTG -5-C (items marked with asterisk, see LTG -2 -C by others) (by others) 4. See LTG -6-C Items above require special documentation EXCEPTIONAL CONDITIONS COMPLIANCE CHECKLIST t ne local entorcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. 'ne exceptional features fisted in this pertormance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:3 of 16 1 CERTIFICATE OF COMPLIANCE ENV -1-C PROJECT NAME DATE Smucker Office 1/10/2007 OPAQUE SURFACES nomm Cond. Stat. Glazing _y a Location/ Comments 1 Window Front S 18 0.7401116-A 0.45 NFRC 190 New Double Metal Slider Low -E Zone 1 - Office 2 Window Right (E) 18 0.7401116-A 0.45 NFRC 100 New Double Metal Slider Low -E W VA Zn C41Mg;N Location Comments • ' N, E, A, R (New, Existing, Altered, Removed) FENESTRATION SURFACES More than or equal to 10,000 sq.ft. of site -built fenestration area must include a label certificate either issued by NFRC or provide a CEC Default Label Certificate using the default 1.1 -factors from Standards Table 116-A and B_ Certificate shall he filed in the rnntmrtnrc nmiect nifirw durinn rnnstmrtinn and in thn huildinn mannnpfc nffira attpr rnnctmrtinn Act. # Tvpe Area U -Fac' SHGC 2 Am. Cond. Stat. Glazing _y a Location/ Comments 1 Window Front S 18 0.7401116-A 0.45 NFRC 190 New Double Metal Slider Low -E Zone 1 - Office 2 Window Right (E) 18 0.7401116-A 0.45 NFRC 100 New Double Metal Slider Low -E Zone 1 - Office 1) u -tactor I ype: 11 b -A Desault Table from Standards, Table NI -1 Default Table from the ACM Manual Appendix, NFRC Labeled value. 2) SHGC Type: 116-B Default Table from Standards, COG Center of Glass, NFRC Labeled Value EXTERIOR SHADING Window Overhang Left Fin Right Fin ## Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt.RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 0.76 2 None 0.76 MINIMUM SKYLIGHT AREA FOR LARGE ENCLOSED SPACES The proposed building Is In climate zones 2 through 15 and contains an enclosed space with Floor area greater than 25,000 ft2, a ceiling height greater than 15 feet, and an LPD for general lighting of at least 0.5 Wfft2. See Section 143(c). If this box Is checked, ENVd-C must be filled out. when submitting under the Prescriptive Compliance Approach. I EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:4 of 16 1 CERTIFICATE OF COMPLIANCE (Part 1 of 3) LTG -1-C PROJECT NAME DATE Smucker Office 1/10/2007 INSTALLED INDOOR LIGHTING POWER FOR CONDITIONED AND UNCONDITIONED SPACES INSTALLED WATTS INSTALLED LIGHTING, CONDITIONED SPACES (From LTG -2-C) 186 PORTABLE LIGHTING (From LTG -3-C) 0 LIGHTING CONTROL CREDIT, CONDITIONED SPACES (From LTG -4-C) 0 CONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 1 186 INSTALLED LIGHTING, UNCONDITIONED SPACES (From LTG -2-C) 0 LIGHTING CONTROL CREDIT, UNCONDITIONED SPACES (From LTG -4-C) 0 UNCONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 0 ALLOWED INDOOR LIGHTING POWER FOR CONDITIONED SPACES ❑ COMPLETE BUILDING METHOD (From LTG -5-C) ALLOWED ❑ AREA CATEGORY METHOD (From LTG -5-C) WATTS ❑ TAILORED METHOD (From LTG -5-C) ALLOWED LIGHTING POWER 186 ALTERNATE COMPLIANCE ❑X PERFORMANCE METHOD ❑ COMMMON LIGHTING SYSTEM (From LTG -8-C) ALLOWED INDOOR LIGHTING POWER FOR UNCONDITIONED SPACES From LTG -5-C) 0 MANDATORY INDOOR AND DAYLIGHTING AUTOMATIC CONTROLS CONTROL LOCA e - CONTROL IDENTIFICATION L < <- CONTROL TYPE (Auto Time Switch, Dimming, etc.) A u -l -o T: ►r e '5 w I'+c h Check if SPACE CONTROLLED Daylighting (hdoor Lia K+ i rear NOTE TO FIELD NOTES TO FIELD - For Building Department Use Only Run Initiation Time: 01/10/07 10:59:24 Run Code: 1168455564 EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:5 of 16 CERTIFICATE OF COMPLIANCE (Part 3 of 3) LTG -1-C PROJECT NAME Smucker Office DATE 1/10/2007 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for lighting systems. The designer is required to check the boxes by all acceptance tests that apply and list all equipment that require an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Before an occupancy permit is granted for a newly constructed building or space, or a new lighting system system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, LTG -1-A, Forms shall be submitted to the building department that: A. Certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of§ 10-103(b) and Title 24 Part 6. Test Description Test Performed By: LTG -2-A: Lighting Control Acceptance Document - Occupancy Sensor Acceptance - Manual Daylight Controls Acceptance - Automatic Time Switch Control Acceptance Equipment requiring acceptance testing AU+o^,x+iCG -En,e-JuJi+e-k by IhS+0-IIiM Covs+raciror O LTG -3-A: Automatic Daylighting Controls Acceptance Document Equipment requiring acceptance testing EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Paoe:6 of 16 1 CERTIFICATE OF COMPLIANCE MECH-1-C PROJECT NAME DATE Smucker Office 1/10/2007 ��] Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for mechanical systems. The designer is required to check the boxes by all acceptance tests that apply and list all equipment that requires an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: SYSTEM ACCEPTANCE. Before an occupancy permit is granted for a newly constructed building or space, or a new space -conditioning system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, MECH-1-A Form shall be submitted to the building department that certifies plans, specifications, installation certificates, and operatinq and maintenance information meet the requirements of Section 10-103(b) and Title 24 Part 6. STATEMENT OF COMPLIANCE MECH-2-A: Ventilation System Acceptance Document -Variable Air Volume Systems Outdoor Air Acceptance -Constant Air Volume Systems Outdoor Air Acceptance Equipment requiring acceptance testing'5j,5-i-e en — I b u H VA L Co n+m C+0 r Test required on all New systems both New Construction and Retrofit. MECH-3-A: Packaged HVAC Systems Acceptance Document Equipment requiring acceptance testing GJuS+-ern - I bN HVi4C CoKt-ractor Test required on all New systems both New Construction and Retrofit. ❑ MECH-4-A: Air -Side Economizer Acceptance Document Equipment requiring acceptance testing Test required on all New systems both New Construction and Retrofit. Units with economizers that are installed at the factory and certified with the commission do not require equipment testing but do require construction inspection. ❑ MECH-5-A: Air Distribution Acceptance Document Equipment requiring acceptance testing This lest required If the unit serves 5,000 ft2 of space or less and 25% or more of the ducts are in nonconditioned or semiconditioned space like an attic. New systems that meet the above requirements. Retrofit systems that meet the above requirements and either extend ducts, replace ducts or replace the packaged unit. ❑ MECH-6-A: Demand Control Ventilation Acceptance Document Equipment requiring acceptance testing ' All new DCV controls installed on new or existing packaged systems must be tested. ❑ MECH-7-A: Supply Fan Variable Flow Control Acceptance Document Equipment requiring acceptance testing All new VA fan volume controls installed on new or existing systems must be tested ❑ MECH-8-A: -Hydronic System Control Acceptance Document -Variable Flow Controls Applies to chilled and hot water systems. -Automatic Isolation Controls Applies to new boilers and chillers and the primarypumps are connected to a common header. -Supply Water Temperature Reset Controls Applies to new constant flow chilled and hot water systems that have a design capacity greater than or equal to 500,000 Bturhr. -Water-loop Heat Pump Controls Applies to all new watertoop heat pump systems where the combined loop pumps are greater than 5 hp. -Variable Frequency Controls Applies to all new distribution pumps on new variable flow chilled, hydronic heat pump or condenser water systems where the pumps motors are greater than 5 hp. Equipment requiring acceptance testing EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:7 of 16 INDOOR LIGHTING SCHEDULE (Part 1 of 2) LTG -2-C NAME Smucker Office INSTALLED LIGHTING POWER FOR CONDITIONED SPACES DATE 1/10/2007 Luminaire Lamps/Ballasts Installed Watts C D E F G H I J Name Type Description 03 m a cmc x.-33 �w+� °'.� m `� ° oriv� 39 ° -o H cdc 3,.3 9aQ m.� cu m `, ° c 3�C :3 T H m v mm c a n Yea FNO C z :'03 ui "c L H baa x�— ' cn c D1 (3) 4 ft Fluorescent T8 (Tandem) Elec F32T8 3 32 1.5 93.0 X 21 186 PAGE TOTAL 186 BUILDING TOTAL (sum of all pages) 186 PORTABLE LIGHTING (From LTG -3-C) D CONTROL CREDIT (From LTG -4-C) D ADJUSTED ACTUAL WATTS 186 EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page:8 of 16 1 SMI)/ VCfi' L�IA2F NoUSE 9 COLD STOIzAbE $UI LDINC, INDOOR LIGHTING SCHEDULE (Part 2 of 2) LTG -2-C PROJECT NAME Please input name on LTG1 page 1 DATE 1/10/0 INSTALLED LIGHTING POWER FOR UNCONDITIONED SPACES Luminaire Lamps/Ballasts Installed Watts Name Type Descri tion— rrZ 33 3 c -0 3 v ODZr5 3cic w 3 tr 3x M 03m T rZ 3,3 �N d — 4 4' FLUoi- TS E1354HO 4 S Z 2(!o ❑ 3io 777!0 $ 4 4' FLUoi-. TS Eg 5 HO 4 S -2- ZI(o ❑ 7- 60 El PAGE TOTALL I3 W 2- UNCONDITIONED BUILDING TOTAL (sum of all pages) CONTROL CREDIT (from LTGA-C UN C o N D! T I o N EP ADJUSTED ACTUAL WATTS Fa -5 e -SB 2005 Nonresidential Compliance Forms December 2005 AREA CATEGORY METHOD — CONDITIONED SPACES A AREA CATEGORY (From § 146 Table 146-C) B WATTS PER(ft) C D AREA ft2 ALLOWED WATTS N/A - PFFoF—MANCE ME-TH09 USEV TOTAL ALLOWED WATTS From LTG -6-C) UNCONDITIONED SPACES A B C D Complete Building and Area Category Methods CATEGORY (From § 146 Table 146-B & C) WATTS PER (ft) AREA ftZ ALLOWED WATTS COMME2C IAL STORAGE- A01LDIPIG 0.7 2Z. 340 IS. Gab I Zi, 340 1116, 638 TOTALS AREA WATTS TAILORED METHOD— UNCONDITIONED SPACES I 2005 Nonresidential Compliance Forms TOTAL UNCONDITIONED SPACES ALLOWED WATTS I S (3 g (From LTG -5-C and LTG -6-C) ) Pca5c SG September 2005 TOTALS I AREA WATTS TAILORED METHOD— CONDITIONED SPACES TOTAL ALLOWED WATTS From LTG -6-C) UNCONDITIONED SPACES A B C D Complete Building and Area Category Methods CATEGORY (From § 146 Table 146-B & C) WATTS PER (ft) AREA ftZ ALLOWED WATTS COMME2C IAL STORAGE- A01LDIPIG 0.7 2Z. 340 IS. Gab I Zi, 340 1116, 638 TOTALS AREA WATTS TAILORED METHOD— UNCONDITIONED SPACES I 2005 Nonresidential Compliance Forms TOTAL UNCONDITIONED SPACES ALLOWED WATTS I S (3 g (From LTG -5-C and LTG -6-C) ) Pca5c SG September 2005 AIR SYSTEM REQUIREMENTS Part 1 of 2 MECH-2-C PROJECT NAME DATE Smucker Office 1/10/2007 SYSTEM FEATURES ITEM OR SYSTEM TAG(S) Number of Systems T-24 MANDATORY MEASURES Section Heating Equipment Efficiency Cooling Equipment Efficiency Heat Pump Thermostat Furnace Controls Natural Ventilation Minimum Ventilation VAV Minimum Position Control Demand Control Ventilation Time Control Setback and Setup Control Outdoor Damper Control Isolation Zones Pipe Insulation Duct Insulation PRESCRIPTIVE MEASURES Calculated Heating Capacity x 1.43 2 Proposed Heating Capacity 2 Calculated Sensible Cooling Capacity x 1.212 Proposed Sensible Cooling Capacity 2 Fan Control DP Sensor Location Supply Pressure Reset (DDC only) Simultaneous Heat/Cool Economizer Heating Air Supply Reset Cooling Air Supply Reset Duct Sealing for Prescriptive Compliance AIR SYSTEMS, Central or Single Zone System -1 1 Reference on Plans or Specification 1 112(a) 8.16 HSPF 112(a) 11.6 EER 112(b) Yes 112(c), 115(a) n/a 121(b) No 121(b) 24 cfm 121 c No 121(c) No 121 c 122(e) Programmable Switch 122(e) Heating & Cooling Required 122 Auto 122(8) n/a 123 1 n/a 124 1 n/a 144 a & b n/a 144a( & b) 11,877 btuh 144 a & b n/a 144 a & b 4,765 btuh 144 c Constant Volume 144 (c) n/a 144 c No 144 d No 144 a No Economizer 144 Constant Tem 144 (f) Constant Temp 144 (k) No 1: For each central and single zone air systems (or group of similar units) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2: Not required for hydronic heating and cooling. Either enter a value here or put in reference of plans and specificatons per footnote 1. 3: Enter Yes if System is: Constant Volume, Single Zone; Serves < 5,000 sqR; Has > 25% duct in unconditioned space. Duct sealing is required for Prescriptive Compliance, see PERF -1 for performance method duct sealing requirements. L EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Paae:9 of 16 1 WATER SIDE SYSTEM REQUIREMENTS Part 2 of 2 MECH-2-C PROJECT NAME DATE Smucker Office 1/10/2007 SYSTEM FEATURES 2 WATER SIDE SYSTEMS: Chillers, Towers, Boilers, Hydronic Loops ITEM OR SYSTEM TAG(S) Number of Systems T-24 MANDATORY MEASURES Section Reference on Plans or Specification Equipment Efficiency 112(a) Pipe Insulation 123 PRESCRIPTIVE MEASURES Calculated Capacity Proposed Capacity Tower Fan Controls Tower Flow Controls Variable Flow System Design Chiller and Boiler Isolation CHW and HHW Reset Controls WLHP Isolation Valves VSD on CHW, CW & WLHP Pumps > 5 HP DP Sensor Location 1: For each chiller, cooling tower, boiler, and hydronic loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" in the column. 2: Water side systems include wet side system using other liquids such as glycol or brine. Service Hot Water, Pool Heating ITEM OR SYSTEM TAG(S) DHW Heater Number of Systems 1 MANDATORY MEASURES Reference on Plans or Specification Water Heater Certification Water Heater Efficiency Service Water Heating Installation Pool and Spa Efficiency and Control Pool and Spa Installation Pool Heater - No Pilot Light Spa Heater - No Pilot Light 113 (a) 113 b 113 (c) 114 a 114 b 115 (c) 115 d AO Smith ELJF-06 (or eq.) 99% n /6Z- n/a n/a n/a n/a 1: For each water heater, pool heat and domestic water loop (or groups of similar equipment) fill in the reference to sheet number and/or specification section and paragraph number where the required features are documented. If a requirement is not applicable, put "N/A" ins the column. EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page: 10 of 16 1 U M U W N O r W Q Z Transfer Air fO o Design Min. Air d SetpointCU ° L d j o Max of - Columns H, J, > z_ K Or 300 CFM - - Z B x 0.4 G E i Y CFM/sq. ft. W ¢ ; �f- _ 30% of Design Ax a g J Zone Supply =_ a CFM a Design N N o m — Vent Air o E CFM N N O REQ'D V.A N N e in x Max of ' in E (D or G) N E (n } O _ y Min CFM °`o U a E E E N C� by Occupant D (ExF) E 3 z' Q o 20 V F - m � CFM 9 8 z + M E o Ov z CL per Person � a d a Co d U s U p W Number of_ People s o T o °� a s o ` E f 5 E c Min CFM a o by AreaN N d m o d f N rn (BXC) �° o N eco oo v N Cnn CFM m U per o � r=� 'a N w Square Foot a 8 s" i ' z c a Condition EE i;` 6 a d> a D O m Area d� L D < 22 v (SF) d ° e J z c o ° Q o 0 a x o 0 o y d ON > S O O M d o LD O m LL° U ��jj Y o y O Q J d �• o •Q T I— WLO d ° �_ a c o x= `— aci rn z� F' o m' E o °' W H j m U `° n E v c D tD J W Z c v o Ln c E N �� v v O U N C N Q c -LmN C E E y z O Q W = r U W O N MECHANICAL EQUIPMENT DETAILS Part 1 of 2 MECH-5-C PROJECT NAME Smucker Office DATE 1/1 0/2007 CHILLER AND TOWER SUMMARY Efficiency Tons PUMPS Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control Energy Standby TANK INSUL. Rated Vol. Condition Factor Loss or Ext. System Name System Type Distribution Type QtyInput (Gals.) Status or RE Pilot R -Val. O Smith ELJF-06 (or eq.) Small Elec. No Pipe Insulation 1 5,120 6 New 0.95 n/a n/a Hot Water P mp Hot Water Piping LenC th(ft) Control # HP Type In Plenum Outside Buried Insulation CENTRAL SYSTEM RATINGS HEATING COOLING Aux. Condition System Name System Type Qty Output kW Eff. output Efficiency Status EconomizerType Amana PTH07 Room PTAC 1 6,000 2.5 8.16 HSPF 6,800 11.6 EER New No Economizer ENVELOPE MANDATORY MEASURES ENV -MM NAME Smucker Office DATE 1/10/2007 DESCRIPTION Designer Enforcement ❑X §118(a) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for Insulating material, Title 20, Chapter 4, Article 3. X❑ §118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. X❑ § 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. § 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). X❑ § 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. X❑ §118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-13 between framing members. EnergyPro By EnergySoft User Number: User Job Number: Page: 13 of 16 LIGHTING MANDATORY MEASURES LTG -MMI PROJECT NAME DATE Smucker Office _]_1/10/2007 DESCRIPTION Designer Enforcement X❑ §131(d)1 For every floor, all interior lighting systems shall be equipped with a separate automat c control to shut off the lighting. This automatic control shall meet the requirements of Section 119 and may be an occupancy sensor, automatic time switch, or other device capable of automatically shutting off the lighting. X] §131(d)20verride for Building Lighting Shut-off: The automatic building shut-off system is provided with a manual, accessible override switch in sight of the lights. The area of override is not to exceed 5,000 square feet. X] §119(h) Automatic Control Devices Certified: All automatic control devices specified are certified, all alternate equipment shall be certified and installed as directed by the manufacturer. X❑ §111 Fluorescent Ballast and Luminaires Certified: All fluorescent fixtures specified for the project are certified and listed in the Directory. All installed fixtures shall be certified. X] §132 Tandem Wiring for One and Three Lamp Fluorescent Fixtures: All one and three lamp fluorescent fixtures are tandem wired with two lamp ballasts where required by Standards Section 132; or all one and three lamp fluorescent fixtures are specified with electronic high -frequency ballasts and are exempt from tandem wiring requirements. X] §131(a) Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor -to - ceiling walls. §131(b) Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 square feet and more than 0.8 watts per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. §131(c) Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for the effective use of daylight in the area shall have 50% of the lamps in'each daylit area controlled by a separate switch; or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot. Diagram of shading during different times of the year is included on plans. §131(e) Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less. EnergyPro 4.3 by EnergySoft User Number: 4997 Job Number: Page: 14 of 16 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECT NAME Smucker Office DATE 1/10/2007 DESCRIPTION Desi ner Enforcement Equipment and Systems Efficiencies ❑X §111 Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. § 115(a) Fan type central furnaces shall not have a pilot light. X❑ § 123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. § 124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 602, 603, 604, and 605 of the 2001 CMC Standards. Controls § 122(e) Each space conditioning system shall be installed with one of the following: 0 § 122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off -hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends and have program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or ❑ § 122(e)1 B An occupancy sensor to control the operating period of the system; or § 122(e)1C A 4 -hour timer that can be manually operated to control the operating period of the system. FX] § 122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. § 122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with Isolation devices, such as valves or dampers, that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. § 122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the control shall be adjustable up to 85 degrees F or higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. X❑ § 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. n§ 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone. EnergyPro By EnergySoft User Number: User Job Number: Page: 15 of 16 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM PROJECT NAME Smucker Office DATE 1/10/2007 Description Designer Enforcement Ventilation § 121(e) controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. X] § 122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. § 122(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. § 121(01 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or FX§ 121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings, and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or § 121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or ❑ § 121(04 Another method approved by the Commission. Service Water Heating Systems §113(b)2 If a circulating hot water system is installed, it shall have a control capable of automatically turning off the circulating pump(s) when hot water is not required. § 113(c) Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. EnergyPro By EnergySoft User Number: User Job Number: Page: 16 of 16 r�� v` CERTIFICATE OF COMPLIANCE (Part 1 of 2) OLTG-1-C PROJECT NAME SMUCKER WAP—EHOOSE 4 COLD STOFzgGE 130ILDINC-t DATE I I(C)IO 7 PROJECT ADDRESS 37 ^\/ENo F- CH IC0 Building Permit v e Enforcement Agency Use PRINCIPAL DESIGNER -LIGHTING No(_TH %lALLE 13uILDlNC S`{STEMS TELEPHONE (530 345-72 DOCUMENTATION AUTHOR DONNA W A L L A C E TELEPHONEChecked 530 —'¢ Z GENERAL INFORMATION 1. Use LTG -1-C if the project consists solely of indoor signs DATE OF PLANS OUTDOOR LIGHTING ZONE f✓ n ❑ LZ1 11 M R LZ3 LZ4 FUNCTION TYPE OUTDOOR LIGHTING ❑ OUTDOOR SIGNS ❑ INDOOR SIGNS PHASE OF CONSTRUCTION p® NEW CONSTRUCTION ❑ ADDITIONS ❑ ALTERATIONS STATEMENT OF COMPLIANCE Signs) 3 This Certificate of Compliance lists outdoor lighting system specifications need to comply with Title 24, Parts 1 and 6 of the California Cade or Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNATURE p� DATE VONkAl, V4^LL.AO F- o&D n ^4e2-- UI' I V1010-7 107 The Principal Lighting Designer hereby certifies that the proposed outdoor lighting and signs design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the lighting requirements contained in the applicable parts of Sections 110, 119,130 through 132, 146, and 149 of TIUe 24, Part 6. Please ✓ one: ❑ I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed in the State of California as a civil engineer or electrical engineer, or I am a licensed architect. 19 1 affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. ❑ I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuanttg Business and Professions Code Sections 5537,5538 and 6737.1. of the Business and in full in the Nonresidential PRINCIPAL LIGHTING DESIGNER -NAME I SIGNATU T/ I / llek `U' I LIC. /0/' - INSTRUCTIONS TO APPLICANT OUTDOOR LIGHTING COMPLIANCE & WORKSHEETS (✓ box If worksheet Is Included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. ® OLTG-I-C Certificate of Compliance. Required on plans for all submittals for outdoor lighting. Part 2 of 2 may be incorporated in schedules on the plans. Either LTG -1-C or OLTG-1-C may be used for signs as follows: 1. Use LTG -1-C if the project consists solely of indoor signs 2. Use LTG -1-C if the project consists of indoor lighting, and outdoor or indoor signs, but no other outdoor lighting. 3. Use OLTG-1-C if the project consists solely of outdoor signs 4. Use OLTG-1-C if the project consists of outdoor lighting, and indoor or outdoor signs, but no other indoor lighting ® OLTG-2-C LIGHTING COMPLIANCE SUMMARY. Applicable Parts required for ALL outdoor lighting allowances (Except for Signs) 3 ® OLTG-3-C AREA CALCULATIONS WORKSHEETS. Applicable parts required for all outdoor area calculations. 4 ¢ ❑ OLTG-4-C SIGN LIGHTING COMPLIANCE. Required for all internally and externally illuminated signs, for both indoor and outdoor signs. ad Ap I -__ 2005 Nonresidential Compliance Forms BUTTEWNI' Y' BUILD111"111V10KCN1 `lz 47 �:; _ APPRVVIED April 2005 CERTIFICATE OF COMPLIANCE (Part 2 of 2) OLTG-1-C PROJECT NAME SMuCKEr__ WARF_HOUSE 4 COLD STORP.GE $vIL>71NC� Lighting Schedules on Plans Show that Outdoor Lighting Meets Allowed Lighting Power Lighting power allowances for general site illumination on OLTG-2-C Part 1 of 4 ❑ Not Applicable ❑ Lighting power allowances for local ordinances or for security multipliers on OLTG-2-C Part 2 of 4 ® Not Applicable ® Lighting power allowances for specific applications, other than vehicle service stations with canopies on OLTG-2-C Part 3 of 4 ❑ Not Applicable ❑ Lighting power allowances for vehicle service station canopies on OLTG-2-C Part 4 of 4 E9 Not Applicable ❑ Sign lighting compliance on OLTG-4-C ® Not Applicable Mandatory Measures on Plans Show that Outdoor Lighting Meets Outdoor Lighting Controls and Equipment Indicate location on plans of Note Block for Mandatory Measure ® Installed lighting power has been determined in accordance with § 130(c)l ❑ Not Applicable All permanently installed luminaires with lamps rated over 100 watts either have a lamp efficacy of at least 60 lumens per watt or are controlled by a motion sensor § 132(a) ❑ Not Applicable ❑ All Luminaires with lamps rated greater than 175 watts in hardscape areas, including parking lots, building entrances, canopies, and all outdoor sales areas meet the Cutoff Requirements of § 132(b) Not Applicable ® All permanently installed outdoor lighting meets the Control Requirements of § 132(c)l ❑ Not Applicable ® Building facades, parking lots, garages, canopies, and outdoor sales areas meet the Multi-Level Lighting Requirements of § 132(c)2 ❑ Not Applicable MANDATORY AUTOMATIC CONTROLS CONTROL LOCATION CONTROL IDENTIFICATION CONTROL TYPE Auto Time Switch/Photosensor, etc AREA CONTROLLED NOTE TO FIELD W^KE_ H005E LCC. AUTO TIME SW ITC 0UTD009- OR PHOToSENSOP— LIGHTING 2005 Nonresidential Compliance Forms April 2005 LO 0 N a Q Installed O U o Watts (LxN) N O N Z Number q 3 of Luminaires O If CEC J \O , Default X 3 O c Watts O J per Luminaire Ui oNumber c hG of Ballast per -- Luminaire Watts N Om per Lamp Number r E — of Lamps per � Luminaire Q a' x Lamp Type = Cutoff Z Designation Z Q0 J I Z p O ` o .a J W � ."a Q _ V O Fcc- G O J (— W Code for N H ui Luminaire Q N Type V W o Allotted Watts m W (B x C) In M U) U' N rJ VBJ W I v Allotted LPD 3 N W/ft or W/LF Z ::21Z O a J W 30 Area (ft2) or a O m Length (LF) J N p 3 ULLL y O Q U.1 IL b o Q _ a 1' 0 OL UJ ♦ ^ U L Of oN J J JIr- n a N LO 0 N a Q Allowed Wafts + a Minimum of ,9 �1 V to (Dor O) dJ +9 N c O Design Wafts (LxN) . V 0 JO o Z Number + O 3 of Luminaires ._-• .3 If CEC W c p Default O Watts W J per Luminaire r4 Number a> .� ae of Ballast per fJ 0 Luminaire Watts + M W W per Lamp t-+ v � Number a — m of Lamps per _ U) CL Luminaire O E t Lamp Type 0 r.+ Cutoff Designation Im o Z m ti a U u1 W d rnl o u_ O a Q u c Code for Q N 0 J W Luminaire Type Allotted Watts ° C °O V V% .W- Q (B X C) d' v W !. Allotted LPD (.� W CLv 3 Z ( W/ft2 Q o or W/LF Q O a a ►cl0 m Area (ftp) or o nL eca Length (LF) d3 3 0 'O 41 0 �m Z ujG a- V W J a Q a„ r � 1121M J a ILLUMINATED AREA CALCULATION WORKSHEET Part 1 of 5 OLTG-3-C PROJECT NAME SNtvCKEtz I�AfZEHOUSE 4 COLD STORAGE BUIL pIN67 DATE Hardscape - Method ( i ) A. Hardscape for automotive vehicular use, including parking lots, driveways and site roads A B C I D I E I F G H List Specific Application (Table 147-A) Actual Paved Area plus 5' perimeter of adjacent unpaved land. Includes planters and landscaped areas less than 10' wide that are enclosed b Y hardscape on at least 3 sides Areas (ft 2) to Subtract from within Illuminated Area Illuminated Area (B — G) Areas between poles or luminaires that are greater than 6 mounting height distance If Applicable) Overlapping Areas of Another Application or Luminaire Building . Areas Areas Obstructed y Sign B n or Other Structure Sub Total of areas to Subtract (C +D + E + F SITE KONV Is saS IS' 585 Tlzuc.l, ('-AMP B. Hardscape for pedestrian use, including plazas, sidewalks, walkways and bikeways A B C D E F G H List Specific Application (Table 147-A) Actual Paved Area plus 5' of unpaved land on either side of path of travel. Shall include all contiguous paved area before including adjacent grounds. Areas (ft2) to Subtract from within Illuminated Area Illuminated Area (B — G) Areas between poles or luminaires that are greater than 6 mounting height distance If Applicable) Overlapping Areas of Another Application or Luminaire Building Areas Areas Obstructed Y 9 B Sign or Other Structure Sub Total of areas to Subtract (C +D + E + F NIA Checklist ❑ § 147 c 1 B — Each portion of all illuminated areas has been assigned only one lighting application, and the applications are consistent with the actual use of the areas. ❑ § 147(c)l A - General illumination areas includes only those illuminated areas that are in the bounds of the Application and are within a square pattern around a luminaire that is six times the luminaire mounting height, with the luminaire in the middle of the pattern, less any areas that are within buildings, under canopies, beyond property lines, or obstructed by a signs or other structures. 2005 Nonresidential Compliance Forms April 2005 ILLUMINATED AREA CALCULATION WORKSHEET Part 4 of 5 OLTG-3-C PROJECT NAME JMucK-I- WARE HOUSE- COLS STo�AaGE. BUILDING DATE ��Io/O% Ornamental Lighting, Canopies, Vehicle Service Station Hardscape, and Outdoor Dining A B C I 9 I E F G Lighting Application (Table 147-B) Gross Illuminated Area of Ayliption (ft) Areas (ft 2) to Subtract from within Illuminated Area Illuminated Area (B - F) Areas between poles or luminaires that are greater than 6 mounting height distance If Applicable) Overlapping Areas of Another Application or Luminaire Areas Obstructed By Sign or Other Structure Sub Total of areas to Subtract C + D + E TRASH COWIpAC.TOF— 2500 2-500 CA,NA0F Checklist ❑ § 147 c 1 B - Each portion of all illuminated areas has been assigned only one lighting application, and the applications are consistent with the actual use of the areas. ❑ § 147(c) 2 C - The area of ornamental lighting includes no more than the total area of the site external to buildings. Luminaires used for ornamental lighting employ lamps rated 100 wafts or less, and are not used to determine LPD for general illumination. ❑ 147(c) 2 D - Measured in plan view, the areas of illuminated canopies include the horizontal projection of the canopies. ❑ 147(c) 2 F - The area of vehicle service station hardsca a includes only illuminated hardsca a areas beyond the horizontal projection of the canopy in plan view. ❑ § 147(c) 2 1- The area of outdoor dining area includes only illuminated hardsca a areas used to serve and consume food and beverages. 2005 Nonresidential Compliance Forms April 2005 PROF r?" � ' - �c'-A DOLPTn1V FIRE Ply 0TECTION INC. 9 d 4 Z 911 Washington Blvd Suite #208 Roseville, Ca 95678 Ph. (916) 772-0489 Fax (916) 772-0243 Email. dfp@dolp4infire.com www.Dolphinfire.com CSL C-16 475626 O Commercial- Residential- Design- Installation- Service- Repairs- Inspections FIRE PROTECTION SYSTEMS PRODUCT DATA BROCHERE: SMUCKER'S. WAREHOUSE & COLD STORAGE BUILDING 3 7 SPEED WA Y VE. CHICO, CALIFORNIA PROJECT NO.: 06-063 BUTTE COUNTY BUILDING DIVISION .: APPROVED CONTRACT WITH: J NORTH VALLEY BUILDING SYSTEMS 4 8jjjjHydraullc Overview Job Number. 06-063 Reoort Descriotion: Soec. Warehouse Job Jae Nmber 06-063 b.v RUSS HOEKSTRA Job None SMUCKERS QUALITY BEVERAGES, INC. N,etr 916.772-0489 FAX 916-772-0243 Add—t WAREHOUSE & COLD STORAGE BUILDING SmeCwUl.M Ili—K%.d. C-16 475626 Aaamux 37 SPEEDWAY AVE. AW CITY OF CHICO FIRE DISTRICT CXy Sem zb Cafe Jabebe CHICO CA AREA #1 System Dmety AMdAPPkatim 0.495gpm/ft' 2000.00ft' (Actual 2074.08ft) LW Demenft SpWdw Dm Nme moms 11.2 K -Factor 45.17 at 16.264 500.00 Ca.e,eoe P.Swwd. Nmbv of swkikm Cak "w 86.67ft' 25 syC yteewe D.." SyY Fbo D-4 49.979 1168.99 T" Oemw 1668.99 @ 49.979 Pleson R-4 +1.403 (2.7%) Supplies y, Check Point Gauges Node Flow(qpm) Hose Flow(aam) Stab si Residual(psi) Identifier Pressure(osl K-Factor(K) Flow(oom) 1 1719.00 500.00 76.000 50.000 d DOLP t PROTE i co A 626 Kv%erLL . �ot1cst,�kj FP -2 SMUCKERS PIPING ALT UCS OUR WAY Supply at Node 1 (1719.00, 500.00, 76.000, 50.000) 100 90 80 tatic Pressure 76.000 70 r ai 1719.00 @ 50.000 1112.04 1 D 47. bi 1612.04 with hose streams a` 40 System demand curve 20 YF7 10 — — 0 Liffln"111111111111111 11111111 — — 800 1200 1600 2000 RE�qCC600 1000 1400 1800 Water flow, gpm & U M.E.P.CAD, Inc. gj AutoSPRINK® VR5 v5.1.32 01/02/2007 10:32:26AM Page 1 8jjjHydraulic SummMy Job Number. 06-063 Rannrt nas -'infirm• C— W—h—. Job '4 06-063 RUSS HOEKSTRA At Name SMUCKERS QUALITY BEVERAGES, INC. am. uoftawv — W t . C-16 475626 Add— I WAREHOUSE & COLD STORAGE BUILDING AW CITY OF CHICO FIRE DISTRICT Add— 2 37 SPEEDWAY AVE. re am AREA #1 CRY sem xy code D..»ro N.A. CHICO CA FP -2 SMUCKERS PIPING ALT UG OUR WAY System f Remote Area(s) Moa 0 ..nft ap kd mm 0x10 -A.2 11.2 K -Factor 45.17 at 16.264 Spec, Warehouse Hou MS— A—aAppealkn 500.00 0.495gpm/ft2 2000.00ft2 (Actual 2074.08ft2) Adddbml S-ppms A Nurom Of apft- CabArd covo"pa. GO Node low 25 86.67ft2 kftPUk RmdW Pmm.e For Rana. AMCOAQ—d To MW R. Ane. Left 47.023 Right: 47.023 Taw Nou a,on,. 500.00 aywsm Flat D—W TOW"III R.pt ft%MV Hou AD—) 1168.99 1668.99 muN = P.ous wmmndd M woo. 0.000 M t—v.nahAeon G—d 9.47 between nodes 21 and 108 - M.d—vokcdy aMV Q—W - 7.50 between nodes 3 and 4 vowm eapam orwa pbu VMsro a Ory Rlpu 4087.58ga1 12.57galap.tlry Supplies Hose Flow Static Residual Flow Available Total Demand Required Safety Margin Node m si(psi) m si m Si)s) 1 500.00 76.000 50.000 1719.00 52.914 1612.04 47.023 5.891 Contractor Coanau NunOv 21 Coa.a N.ms RUSS HOEKSTRA co1..a TMs DESIGN MANAGER eam.m. N.,m - DOLPHIN FIRE PROTECTION Po (916) 772-0489 Eamroion Add -1 911 WASHINGTON BLVD. STE. #208 FAX (916) 772-0243 Add -2 - emu dfp@dolphinfire.comm ca aW. zbcoa. vA»am ROSEVILLE CA 95748 www.dolphinfire.com �,j © M.E.P.CAD, Inc. ® AutoSPRINKQ VR5 v5.1.32 01/02/2007 10:32:31AM Page 2 SummaryO_flOutflowingDe_v_i_c_e_s Job Number: 06-063 Report Description: Spec. Warehouse Device Actual Flow m Minimum Flow m K-factor K Pressure si Density m tt2 Sprinkler 107 43.73 42.90 11.2 15.246 0.505gpm/ft' Sprinkler 114 43.74 42.90 11.2 15.253 0.505gpm/ft2 Sprinkler 120 44.82 42.90 11.2 16.013 0.517gpm/ft' Sprinkler 125 45.71 42.90 11.2 16.657 0.527gpnVft2 Sprinkler 106 43.01 42.90 11.2 14.747 0.496gpmHN Sprinkler 113 43.02 42.90 11.2 14.754 0.496gpm/ft' Sprinkler 119 44.14 42.90 11.2 15.531 0.509gpmtW Sprinkler 124 45.12 42.90 11.2 16.228 0.521gpm/ft2 Sprinkler 105 42.90 42.90 11.2 14.672 0.495gpm/ft' Sprinkler 112 42.91 42.90 11.2 14.679 0.495gpmffP Sprinkler 118 44.51 42.90 11.2 15.797 0.514gpm/ft2 Sprinkler 123 45.52 42.90 11.2 16.520 0.5258 m/ft2 Sprinkler 104 43.31 42.90 11.2 14.954 0.500gpm/ft2 Sprinkler 111 43.32 42.90 11.2 14.961 0.5008 m/ft2 Sprinkler 117 45.02 42.90 11.2 16.160 0.520gprn/ft2 Sprinkler 122 46.04 42.90 11.2 16.900 0.5318 nVft' Sprinkler 103 43.76 42.90 11.2 15.263 0.505gpmtW Sprinkler 110 43.77 42.90 11.2 15.270 0.5058 mh'P Sprinkler 102 44.32 42.90 11.2 15.662 0.511gpm/ft2 Sprinkler 109 44.33 42.90 11.2 15.669 0.512gpm/ft2 Sprinkler 116 45.63 42.90 11.2 16.598 0.527gpm/ft' Sprinkler 121 46.71 42.90 11.2 17.392 0.539gpmhP Sprinkler 101 45.11 42.90 11.2 16.220 0.520gpm/ft' Sprinkler 108 45.12 42.90 11.2 16.227 1 0.521gprtUft2 Sprinkler 115 46.46 42.90 11.2 17.205 0.536gpmhP b Most Demanding Sprinkler Data I& U M&Y.UAD, Inc. 0§ AUtO5PRINKQD VR5 V5.1.32 01/02/2007 10:32:35AM Page 3 Node Analysis Job Number. 06-063 Report Desmintion• Sner. Warahnuse Node Elevation Foot Flttln s PressuresI Dlacha e m 4 -3'-0 E(32'-81/.) 36.671 5 0'-6 34.687 6 23'-2'/. fE 16'-0 24.009 62 27'-0'% fE 6'-8 20.123 63 27'-0'h fE 6'-8 20.339 64 27'-0'% fE 6'-8 21.067 65 27'-0% fE 6'-8 21.149 66 27'-0% fE 6'-8 21.238 67 27'-055 fE 6'-8 21.334 68 27'-0% fE 6'-8 21.431 69 27'-0% fE 6'-8 21.530 70 27'-0'h fE 6'-8 21.847 71 27'-0% fE 6'-8 21.823 72 27'-0'% fE 6'-8 21.603 73 27'-0'/. fE 6'-8 21.788 74 27'-0'% fE 8'-8 21.776 75 2T-0'/. fE 6'-8 21.768 76 27'-0% fE 6'-8 21.763 77 27'-0'h fE 6'-8 21.760 78 27'-0% fE 6'-8 21.759 79 27'-0% fE 6'-8 21.758 80 23'-2% PO18'-8 22.641 81 23'-255 PO18'-8 22.649 82 23'-2'/2 PO18'-8 22.675 83 23'-2'h PO18'-8 22.723 84 23'-2% PO18'-8 22.798 85 23'-254 PO18'-8 22.881 86 23'-2'h PO18'-8 22.972 87 23'-254 PO18'-8 23.072 88 23'-2'h PO18'-8 23.176 89 23'-2% PO18'-8 23.282 7 23'-2'/2 2fT 31'-5 23.815 90 23'-2'/2 PO18'-8 23.638 91 23'-2% PO18'-8 23.606 92 23'-2% PO18'-8 23.580 93 23'-2'/2 PO18'-8 23.560 94 23'-2'/2 PO18'-8 23.545 95 23'-2'/. PO18'-8 23.534 96 23'-2'/. PO18'-8 23.527 97 23'-2'/. PO18'-8 23.523 98 23'-2'/. PO18'-8 23.521 99 23'-2% PO18'-8 23.521 1030 13'-3 PO11'-3'h 26.945 1020 13'-3 PO11'-3'/2 26.950 1010 13'-3 PO11'-3'h 26.955 289 13'-2'/2 PO11'-3'h 26.961 3 -3'-0 E(27'-2) 44.479 2 -3'-0 E 32'-8'/. 48.608 20 23'-2'h PO18'-8 22.111 21 23'-2'/2 PO18'-8 22.121 22 23'-2'h PO18'-8 22.153 23 23'-2'h PO18'-8 22.212 24 23'-2'h PO18'-8 22.301 25 23'-2'/2 PO18'-8 22.382 26 23'-2% PO18'-8 22.455 27 23'-2'h PO18'-8 22.521 28 23'-254 PO18'-8 22.575 29 23'-2'h. PO18'-8 22.620 30 23'-2% PO18'-8 22.658 31 23'-2'/2 PO18'-8 22.690 32 23'-254 PO18'-8 22.716 33 23'-2'/2 PO18'-8 22.736 34 23'-254 PO18'-8 22.751 35 23'-2% PO18'-8 22.761 36 23'-2'h PO18'-8 22.768 37 23'-2'/2 PO18'-8 22.773 38 23'-2'h PO18'-8 22.774 39 23'-2'/. PO18'-8 22.775 42 27'-0'/. fE 6'-8 19.354 43 27'-0'/. fE 6'-8 19.784 44 27'-0% fE 6'-8 20.693 45 27'-0'% fE 6'-8 20.775 46 27'-0'% fE 6'-8 20.850 47 27'-0'% fE 6'-8 20.920 48 27'-0'h 20.980 49 27'-0'/2 fE 6'-8 21.032 50 27'-0'% fE 6'-8 21.110 U& © M.E.P.CAD, Inc. rM AutoSPRiNKO VR5 v5.1.32 01/02/2007 10:32:39AM Page 4 ISNode Analysis Job Number. 06-063 Raonrt nacnrintinn• Snap Wamhrn tem Node Elevation Foot Mnas Pressure(psi) Discha e m 51 27'-0'% fE 6'-8 21.134 52 27'-0'/s fE 6'-8 21.154 53 27'-0% fE 6'-8 21.169 54 27'-0'% fE 6'-8 21.180 55 27'-0% fE 6'-8 21.188 56 27'-0% fE 6'-8 21.193 57 27'-0% fE 6'-8 21.196 58 27'-0'% fE 6'-8 21.198 59 27'-0'% fE 6'-8 21.198 107 31'-1'/a S r -15.246 15.246 43.73 114 31'-1'h S r -15.253 15.253 43.74 120 31'-3% S r -16.013 16.013 44.82 125 31'-3% S r -16.657 16.657 45.71 106 31'-9'h S r -14.747 14.747 43.01 113 31'-9'h S r -14.754 14.754 43.02 119 32'-0 S r-15.531 15.531 44.14 124 32'-0 S r -16.228 16.228 45.12 105 31'-9'% S r -14.672 14.672 42.90 112 31'-9'% S r -14.679 14.679 42.91 118 31'-3% S r -15.797 15.797 44.51 123 31'-3% S r(-16.520) 16.520 45.52 104 31'-1'% S -14.954 14.954 43.31 111 31'-1'% S r -14.961 14.961 43.32 117 30'-5'% S r -16.160 16.160 45.02 122 30'-5'% S -16.900 16.900 46.04 103 30'-5'% S r(-15.263) 15.263 43.76 110 30'-5% S r -15.270 15.270 43.77 102 29'-9'% S r -15.662 15.662 44.32 109 29'-9'/2 S r -15.669 15.669 44.33 116 29'-7'h S r -16.598 16.598 45.63 121 29'-7'h S r -17.392 17.392 46.71. 101 29'-1% S -16.220 16.220 45.11 108 29'-134 S r-16.227 16.227 45.12 115 28'-9% S r -17.205 17.205 46.46 1 2'-0 S 47.023 1112.04 & © M.E.P.CAD, Inc. M AutoSPRINK® VR5 v5.1.32 . 01/02/2007 10:32:39AM Page 5 Hydraulic Analysis Job Number. 06-063 Report Descriotion: Soec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss ILength Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Length Summary fib ••••• Route I..... BL 2.7030 Q=58.33 3.26 C=120 0.009385 8'-0'/ 8'-0' Pf Pe Pv 0.076 105 31'-9'f, q=42.90 K=11.2 14.672 Spr(-14.672) 106 31'-9'h 14.747 BL 2.7030 0=101.34 5.67 C=120 0.026077 8'-OY Pf 0.209 106 107 31'-954 31'-1'% q=43.01 K=11.2 14.747 15.246 SPK -14.747) 81_0' Pe Pv 0.289 BL 2.7030 Q=145.07 8.11 C=120 0.050639 52'- Pf 3.955 107 80 31'-154 23-254 q=43.73 K=11.2 15.246 22.641 Spr(-15.246) fE 6'-8 PO 18'-8 25' 78'-1 Pe Pv 3.440 CM 6.3570 0=145.07 1.47 C=120 0.000787 10'- Pf 0.008 80 81 23'-2'h 23'-254 22.641 22.649 10'- Pe Pv CM 6.3570 0=290.16 2.93 C=120 0.002836 94 Pf 0.026 81 82 23'-2'% 23'-2'h 22.649 22.675 . 94 Pe Pv CM 6.3570 Q=416.45 4.21 C=120 0.005534 V-11 Pf 0.048 82 83 23'-2'% 23'-2'h 22.675 22.723 81_ Pe Pv CM 6.3570 0=529.19 5.35 C=120 0.008620 8'- Pf 0.075 83 84 23'-254 23'-2'Y2 22.723 22.798 g' Pe Pv CM 6.3570 Q=559.20 5.65 C=120 0.009546 8'- Pf 0.083 84 85 23'-2'/2 23'-2'h 22.798 22.881 g'_ Pe Pv CM 6.3570 0=589.27 5.96 C=120 0.010517 8'- Pf 0.091 85 86 23'-2'% 23'-2'A 22.881 22.972 g'_ Pe Pv CM 6.3570 0=619.93 6.27 C=120 0.011552 8'- g'_ Pf Pe Pv 0.100 86 23-254 22.972 87 23'-254 23.072 CM 6.3570 Q=651.69 6.59 C=120 0.012670 8'- Pf 0.103 87 88 23'-2'h 23-254 23.072 23.176 g'_ Pe Pv CM 6.3570 0=684.94 6.92 C=120 0.013892 T- Pf 0.107 88 89 23'-2'h 23'-2'h 23.176 23.282 7'_ Pe Pv CM 6.3570 Q=720.01 7.28 C=120 0.015237 3' Pf 0.532 89 7 23'-2'/2 23'-2'% 23.282 23.815 fT 31'-5 31-5 34'-11 Pe Pv FM 8.3290 Q=1112.04 6.55 C=120 0.0091355' Pf 0.195 7 6 23'-2% 23-254 23.815 24.009 fE 16'-0 16'- 21' Pe Pv FR 8.3290 Q=1112.04 6.55 C=120 0.009135 21'-1 Pf 0.840 6 5 23'-2'% 0'-6 24.009 34.687 CV 55'-5 BV 14'-95'2 70'- 92'- Pe Pv 9.837 UG 8.5100 Q=1112.04 6.27 C=140 0.006185 10'- 65'-5' 75'-5' Pf Pe Pv 0.467 1.517 5 0'-6 34.687 4 -3'-0 36.671 2E(32!-8%) UG 7.9800 Q=1112.04 7.13 C=150 0.007446 920' Pf 7.808 4 3 .--O -3'-0 36.671 44.479 5EE 13'-7 PIV 6'-0'/2 2E(27!-2) 128'-3' 1048'- Pe Pv UG 8.5100 Q=1112.04 6.27 C=140 0.006185 10'- Pf 4.129 3 2 T-0 -3' 0 44.479 48.608 3E(32'-8%). BFP -3.460 98'- 108'- Pe Pv UG 7.9800 Q=1112.04 7.13 C=150 0.00744645'- Pf 0.582 2 1 -T-O 2'-0 48.608 47.023 GV 6'-0'Y2 E(27'-2), S 33'-2' 78'-2' Pe Pv -2.168 GD•••••Route 2••••• BL 2.7030 0=58.32 3.26 C=120 0.009384 8'-0' Pf 0.076 112 113 31'-9'h 31'-9'% q=42.91 K=11.2 14.679 14.754 Spr(-14.679) 81 -OM Pe Pv BL 2.7030 0=101.34 5.67 C=120 0.026079 8'-0' Pf 0.209 113 114 31'-9% 31'-1'f, q=43.02 K=11.2 14.754 15.253 Spr(-14.754) SAM Pe Pv 0.289 BL 2.7030 Q=145.09 8.11 C=120 0.050649 52'- Pf 3.956 114 81 31'-1% 23'-2% q=43.74 K=11.2 15.253 22.649 Spr(-15.253) fE 6'-8 PO 18'-8 25' 78'-1 Pe Pv 3.440 e•••••Route 3••••• BL 2.7030 Q=15.43 0.86 C=120 0.0008028-0'' Pf 0.006 104 105 31'-1% 31'-9% q=43.31 K=11.2 14.954 14.672 Spr(-14.954) :1.0 Pe Pv -0.289 ea•••••Route4••••• &, ©M.E.P.CAD, Inc. . FtjjAutoSPRINK®VR5 v5.1.32 01/02/2007 10:32:43AM Page 6 Il Hydraulic Analysis Job Number: 06-063 Report Description: Spec, Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K-Factor Pt Pn Fittings Eq. Length Total Lenoth Summary BL 2.7030 0=27.88 1.56 C=120 0.002396 8'-0' 8'-0' Pf Pe PV 0.019 0.289 104 31'-1% q=43.31 K=11.2 14.954 Spr(-14.954) 103 30'-5'b 15.263 BL 2.7030 0=71.64 4.01 C=120 0.013727 8'-0' 8'-0' Pf Pe Pv 0.110 0.289 103 30'-5'% q=43.76 K=11.2 15.263 Spr(-15.263) 102 29'-9'% 15.662 BL 2.7030 Q=115.96 6.48 C=120 0.033482 8'-0' Pf 0.269 102 101 29'-9'h 29'-1'/, q=44.32 K=11.2 15.662 16.220 Spr(-15.662) 81-04 Pe Pv 0.289 BL 2.7030 0=161.07 9.01 C=120 0.061452 28'- Pf 3.319 101 20 29'-154q=45.11 23-254 K=11.2 16.220 22.111 Spr(-16.220) fE 6'-8 PO 18'-8 25' 54'- Pe Pv 2.572 CM 6.3570 Q=181.07 1.63 C=120 0.000955 101- Pf 0.010 20 21 23'-2% 23'-2'h 22.111 22.121 101- pe Pv CM 6.3570 Q=322.20 3.26 C=120 0.003442 9' Pf 0.032 21 22 23'-2'h 23'-2'% 22.121 22.153 9'4 Pe Pv CM 6.3570 0=466.48 4.72 C=120 0.006826 8'- Pf 0.059 22 23 23'-25422.153 23'-254 22.212 8'- Pe Pv CM 6.3570 0=582.85 5.89 C=120 0.010306 8' Pf 0.089 23 24 23'-2% 23'-254 22.212 22.301 g'_ Pe PV CM 6.3570 Q=552.83 5.59 C=120 0.009346 8'- Pf 0.081 24 25 23'-2'% 23'-2'% 22.301 22.382 81- Pe Pv CM 6.3570 0=522.76 5.28 C=120 0.008427 8' Pf 0.073 25 26 23'-2'h 23'-2'h 22.382 22.455 Pe Pv CM 6.3570 Q=492.11 4.97 C=120 0.007536 8'- Pf 0.065 26 27 23'-2'/a 23'-2'h 22.455 22.521 8'- Pe Pv CM 6.3570 0=460.35 4.65 C=120 0.006661 81- Pf 0.054 27 28 23'-2% 23'-254 22.521 22.575 8'- Pe Pv CM 6.3570 Q=427.09 4.32 C=120 0.005798 7'Pf 7'_ Pe PV 0.044 28 23-254 22.575 29 23'-2'h 22.620 RN 2.7030 Q=35.07 1.96 C=120 0.003662 3'-10' Pf 0.082 29 49 23'-2'/a 27'-0% 22.620 21.032 PO(18'-8) 18'- 22' Pe Pv -1.870 BL 2.7030 0=35.07 1.98 C=120 0.003662 122'x' Pf 0.497 49 69 2T-054 27'-0% 21.032 21.530 fE(6' 8) fE 6'-8 13'-4' 135'- Pe Pv 0.000 RN 2.7030 0=35.07 1.96 C=120 0.003662 3'-10' Pf 0.082 69 89 27'-0% 23'-2'h 21.530 23.282 PO18'-8 18'- 22' Pe Pv 1.870 GBP ••••• Route 6••••• BL 2.7030 Q=15.41 0.86 C=120 0.000800 8'-0'4 g'-0, Pf 0.006 -0.289 Pv 111 31'-1'h q=43.32 K=11.2 14.961 Spr(-14.961)A 112 31'-9'h 14.679 e•••••Route 6••••• BL 2.7030 Q=27.91 1.56 C=120 0.002400 8'-0' Pf 0.019 111 110 31'-154 30'-5'h q=43.32 K=11.2 14.961 15.270 Spr(-14.961) 8'-0 Pe PV 0.289 BL 2.7030 Q=71.67 4.01 C=120 0.013740 8'-0' Pf 0.110 110 109 30'-554 29'-954 q=43.77 K=11.2 15.270 15.669 Spr(-15.270) 8'-0 Pe Pv 0.289 SL 2.7030 0=116.01 6.49 C=120 0.033486 8'-0' Pf 0.269 109 108 29'-954q=44.33 29'-1'h K=11.2 15.669 16.227 Spr(-15.669) 8'-0' Pe PV 0.289 BL 2.7030 0=161.13 9.01 C=120 0.061492 28'-8 Pf 3.321 108 21 29'-154 23'-254 q=45.12 K=11.2 16.227 22.121 SPK-16.227) fE 6'-8 PO 18'-8 25 54'-C Pe Pv 2.572 GO ..... Route 7••••• BL 2.7030 Q=81.48 4.56 C=120 0.017417 10'-0' Pf 0.175 119 120 32'-0 31'-3'h q=44.14 K=11.2 15.531 16.013 Spr(-15.531) 10'-0' Pe PV 0.307 BL 2.7030 Q=126.30 7.06 C=120 0.039186 51'- Pf 2.267 120 62 31'-3% 27'-0% q=44.82 K=11.2 18.013 20.123 Spr(-16.013) fE 6'-8 6'- 57'-10 Pe Pv 1.844 & V M.E.P.CAD, Inc. UJAutoSPRINK®VR5 v5.1.32 01/02/2007 10:32:43AM Page 7 1111Hydraulic Analysis Job Number. 06-063 Report Descriotion: Spec, Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenoth Summary RN 2.7030 0=126.30 7.06 - C=120 0.039186 3'-10' Pf 0.882 62 82 27'-0'h 23'-2'% 20.123 22.675 P018'-8 18'-8 22' Pe Pv 1.670 Gib ••••• Route 8••••• BL 2.7030 0=37.34 2.09 C=120 0.004112 10'-0' Pf 0.041 Pe -0.307 10'-0'/ Pv 118 31'-3'% q=44.51 K=11.2 15.797 Spr(-15.797) 119 32'-0 15.531 ®..... Route 9••••• BL 2.7030 0=7.18 0.40 C=120 0.000194 10'-0% Pf 0.002 118, 117 31'-3% 30'-5% q=44.51 K=11.2 15.797 16.160 Spr(-15.797) 101-OIA Pe Pv 0.361 BL 2.7030 Q=52.20 2.92 C=120 0.007643 10'-0' Pf 0.077 117 116 30'-5'/a 29'-795 q=45.02 K=11.2 16.160 16.598 Spr(-16.160) 101-04 Pe Pv 0.361 BL 2.7030 0=97.83 5.47 C=120 0.024430 10'-0'/ 10'-0' Pf Pe Pv 0.245 0.361 116 29'-7'h ' q=45.63 K=11.2 16.598 Spr(-16.598) 115 28'-99517.205 BL 2.7030 0=144.29 8.07 C=120 0.050133 21'-0' Pf 1.391 115 42 28'-9% 27'-09519.354 q=46.46 K=11.2 17.205 Spr(-17.205) fE 6'-8 8'- 27'- Pe Pv 0.759 RN 2.7030 Q=144.29 8.07 C=120 0.050133 3'-10' 18'- 22' Pf Pe Pv 1.129 1.670 42 27'-0% 19.354 22 23'-2% 22.153 P018'-8 fib ••••• Route 10••••• BL 2.7030 Q=67.03 3.75 C=120 0.012137 1 01-OIA Pf 0.122 124 125 32'-0 31'-3'% q=45.12 K=11.2 16.228 16.657 Spr(-16.228) 101-OIA Pe Pv 0.307 BL 2.7030 Q=112.74 6.30 C=120 0.031761 51'- Pf 1.838 125 83 31'-3'h 27'-095 q=45.71 K=11.2 16.657 20.339 Spr(-16.657) fE 6'-8 8'- 57'-10' Pe Pv 1.844 RN 2.7030 Q=112.74 6.30 C=120 0.031761 T-10' Pf 0.715 63 83 27'-0'% 23'-2% 20.339 22.723 P0 18'-6 18'- 22' Pe Pv 1.670 Q&••••• Route 11..... BL 2.7030 Q=21.91 1.22 C=120 0.001533 10'-0% Pf 0.015 123 124 31'-395 32'-0 q=45.52 K=11.2 16.520 16.228 Spr(-16.520) 10'-0' Pe Pv -0.307 ®••••• Route 12••••• BL 2.7030 0=23.61 1.32 C=120 0.001762 10!-0% Pf 0.018 123 122 31'-395 30'-595 q=45.52 K=11.2 16.520 16.900 Spr(-16.520) 10'-0' Pe Pv 0.361 BL 2.7030 0=69.66 3.89 C=120 0.013033 10'-0% Pf 0.131 122 121 30'-5'h 29-795 q=46.04 K=11.2 16.900 17.392 Spr(-16.900) 10'-0' Pe Pv 0.361 BL 2.7030 Q=116.36 6.51 C=120 0.033677 31'-1 Pf 1.272 121 43 29'-7% 27'-0'% q=46.71 K=11.2 17.392 19.784 Spr(-17.392) fE 6'-6 8'- 37'-9' Pe Pv 1.120 RN 2.7030 Q=116.36 6.51 C=120 0.033677 3'-10' Pf 0.758 43 23 27'-0% 23'-2'h 19.784 22.212 PO 18'-8 18' 22' Pe Pv 1.670 e••••• Route 13••••• CM 6.3570 0=306.65 3.10 C=120 0.003145 B'A Pf 0.026 92 91 23'-295 23'-2'% 23.580 23.606 8' pe Pv CM 6.3570 0=348.66 3.52 C=120 0.003983 8'-0 Pf 0.032 91 90 23'-2% 23'-2'% 23.606 23.638 8�-q Pe Pv CM 6.3570 0=392.02 3.96 C=120 0.004946 4'- Pf, 0.176 90 7 23'-2% 23'-2'h 23.638 23.615 fT 31'-5 31'- 35'- Pe Pv Goo-, Route 14 .... RN 2.7030 Q=30.01 1.66 C=120 0.002745 3'-10' Pf 0.062 64 84 27'-0'% 23'-2% 21.067 22.798 P018'-8 18' 22' Pe Pv 1.670 ® ..... Route 16 ..... RN 2.7030 Q=30.07 1.68 C=120 0.002755 3'-10' Pf 0.062 65 85 27'-0'% 23'-2% 21.149 22.881 P018'-8 18'- 22' Pe Pv 1.670 QP••••• Route 16••••• RN 2.7030 Q=30.66 1.71 C=120 0.002855 3'-10' Pf 0.064 66 86 27'-0'h 23'-2'h 21.238 22.972 P018'-8 18' 22' Pe Pv 1.670 & © M.E.P.CAD, Inc. M AutoSPRINK® VR5 v5.1.32 01/02/2007 10:32:43AM Page 81 Job Number. 06-063 11 Reoort Descriotion: Spec. Warehouse i Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Length Summary Gib ••••• Route 17••••• RN 2.7030 Q=31.76 1.78 C=120 0.003048 T-10' Pf 0.069 67 67 27'-0'h 23'-21A 21.334 23.072 PO18'-8 18'- 22' Pe Pv 1.870 ®••••• Route 18••••• RN 2.7030 0=33.25 1.86 C=120 0.003319 T-10' 0.075 88 86 2T-0Yz 23'-2'% 21.431 23.176 PO16'-6 18'- 22'- pf 1.670 0••••• Route 19••••• RN 2.7030 Q=43.36 2.42 C=120 0.005422 T-10' 18'- 22' Pf Pe Pv 0.122 1.670 70 2T-094 21.847 90 23'-2'h 23.638 PO16'-8 fib ••••• Route 20••••• RN 2.7030 0=41.81 2.34 C=120 0.005069 T-10'/ 18'- 22' Pf Pe Pv 0.114 1.670 71 27'-0'% 21.823 91 23'-2% 23.606 PO18'-8 ®••••• Route 21..... RN 2.7030 Q=40.50 2.26 C=120 0.004779 T-10' Pf 0.106 72 92 27'-0% 23-294 21.803 23.580 PO 18' 8 18'- 22' Pe Pv 1.670 a••••• Route 22••••. RN 2.7030 Q=39.47 2.21 C=120 0.004556 T-10'/ Pf 0.103 73 93 27'-0% 23'-2'% 21.788 23.560 PO18'-8 18' 22' Pe Pv 1.670 CM 6.3570 Q=266.36 2.69 C=120 0.002421 Z4 Pf 0.020 93 92 23'-2'h 23'-294 23.560 23.580 8'4 Pe Pv Gw••••• Route 23••••• RN 2.7030 Q=38.68 2.16 C=120 0.004390 T-1014 Pf 0.099 74 94 27'-0'% 23'-2% 21.776 23.545 PO18'-8 18'- 22' Pe Pv 1.670 CM 6.3570 0=226.89 2.29 C=120 0.001799 8' Pf 0.015 94 93 23'-2% 23'-2'h 23.545 23.560 g' Pe Pv Gib ..... Route 24••••• RN 2.7030 0=36.12 2.13 C=120 0.004273 T-10' Pf 0.096 75 95 27'-0'% 23'-2% 21.768 23.534 PO18'-8 18' 22' Pe Pv 1.670 CM 6.3570 Q=186.21 1.90 C=120 0.0012738' Pf 0.011 95 94 23'-2% 23'-2% 23.534 23.545 g, pe 'Pv ®••••• Route 26••••• RN 2.7030 0=37.75 2.11 C=120 0.004195 T-10' Pf 0.094 76 96 27'-094 23-294 21.763. 23.527 PO18'-8 18'-8 22' Pe Pv 1.670 CM 6.3570 0=150.09 1.52 C=120 0.000838 8'4 Pf 0.007 96 95 23'-2% 23'-2% 23.527 23.534 8' Pe Pv ' a••••• Route 26.... RN 2.7030 0=37.53 2.10 C=120 0.004150 T-10' Pf 0.093 77 97 2T-09421.760 23'-2% 23.523 PO18'-8 18'- 22' Pe Pv 1.670 CM 6.3570 Q=112.34 1.14 C=120 0.000490 8'4 Pf 0.004 97 96 23-294 23'-2% 23.523 23.527 81 Pe Pv a••••• Route 27••••• RN 2.7030 0=37.42 2.09 C=120 0.004129 T-10' Pf 0.093 78 98 27'-094 23'-294 21.759 23.521 PO18'-8 18'- 22- Pe Pv 1.670 CM 6.3570 Q=74.82 0.76 C=120 0.000231 8'4 Pf 0.002 98 97 23-294 23-294 23.521 23.523 g Pe Pv Gib ••••• Route 28••••• RN 2.7030 Q=37.39 2.09 C=120 0.004123 T-10' Pf 0.093 79 99 27'-0'% 23'-2'h 21.758 23.521 PO18'-8 18' 22 Pe Pv 1.670 CM 6.3570 0=37.39 0.38 C=120 0.000064 8' Pf 0.001 99 98 23'-2% 23'-2'h 23.521 23.521 8' Pe Pv ®••••• Route 29••••• u& �q m.r.r.C.Au, mc. FAAutObI-KINKY Vrts V5.1.32 01/02/2007 10:32:43AM Page 9 Hydraulic Analysis Job Number: 06-063 Report Descriotion: SDec, Warehouse Pipe e Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream ElevaUon Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenath Summary BL 2.7030 Q=30.01 1.68 C=120 0.002745 122'-4% Pf 0.373 44 64 27'-0'b 27'-0% 20.693 21.067 fE(6'-8) fE 6'-8 13'4' 136- Pe 0.000 Pv ®••••• Route 30••••• BL 2.7030 Q=30.07 1.68 C=120 0.002755 122'-4' Pf 0.374 45 65 27'-0% 27'-0% 20.775 21.149 fE(6'-8) fE 6'-8 13'4' 135'- Pe 0.000 pv Gib ••••• Route 31..... BL 2.7030 Q=30.66 1.71 C=120 0.002855 122'-4' Pf 0.388 46 66 27'-0% 27'-05421.238 20.850 fE(6'-8) fE 6'-8 13'-4' 135'- Pe 0.000 Pv e•••••Route 32••••• BL 2.7030 Q=31.76 1.78 C=120 0.003048 122'x' Pf 0.414 .47 67 27'-0'% 27'-0% 20.920 21.334 fE(6'-8) fE 6'-6 13'-4' 135'- Pe . 0.000 Pv Gib ••••• Route 33••••• RN 2.7030 0=33.25 1.86 C=120 0.003319 3'-10'/ Pf 0.075 28 48 23'-2'h 27'-0'% 22.575 20.980 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=33.25 1.86 C=120 0.003319 122'-4' Pf 0.451 48 68 27'-0% 27'-0'% 20.980 21.431 fE(6'-8) fE 6'-8 13'x'/ 135'- Pe 0.000 Pv GO ..... Route 34••••• CM 6.3570 0=392.02 3.96 C=120 0.004948 -7' Pf 0.038 29 30 23'-2% 23'-2'h 22.620 22.658 7 _ Pe Pv RN 2.7030 0=43.36 2.42 C=120 0.005422 3'-10Y Pt 0.122 30 50 23'-2'h 27'-0'/� 22.658 21.110 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 Q=43.36 2.42 C=120 0.005422 122' 4' Pf 0.736 50 70 27'-0'/: 27'-0'h 21.110. 21.847 fE(6'-8) fE 8' 8 13'4' 135'- Pe 0.000 Pv ®••••• Route 36•... CM 6.3570 0=348.66 3.52 C=120 0.003983 8'- Pf 0.032 30 31 23-21A 23'-2'/, 22.658 22.690 g'_ Pe Pv RN 2.7030 0=41.81 2.34 C=120 0.005069 T-1014 18'- 22' Pf 0.114 Pe -1.670 Pv 31 23'-2% 22.690 PO(18'-8) 51 27'-054 21.134 BL 2.7030 Q=41.81 2.34 C=120 0.005069 122'-4' Pf 0.668 51 71 2r -O% 27'-0% 21.134 21.823 fE(6'-8) fE 6'-8 13'-4' 135'-9 Pe 0.000 Pv ®••••• Routs 36••••• CM 6.3570 0=306.85 3.10 C=120 0.003145 8' Pf 0.026 31 32 23-254 '2T-2% 22.690 22.716 g' Pe Pv RN 2.7030 0=40.50 2.26 C=120 0.004779 3'-10' 18'- 22' Pf 0.108 Pe -1.670 Pv 32 23'-2'h 22.716 PO(18'-8) 52 27'-0'% 21.154 SL 2.7030 Q=40.50 2.26 C=120 0.004779 122' 4'/ Pf 0.649 52 72 27'-0'% 27'-0%. 21.154 21.803 fE(6'-8) fE 6'-8 13'14' 135'- Pe 0.000 Pv Gib ••••• Routs 37••••• CM 6.3570 0=266.36 2.69 C=120 0.002421 8' Pf 0.020 32 33 23'-2% 23'-2'% 22.716 22.736 814 Pe Pv RN 2.7030 0=39.47 2.21 C=120 0.004556 3'-10' Pf 0.103 33 53 23'-2'h 27'-0% 22.736 21.169 PO(18'-8) 18'- 22 Pe -1.670 Pv BL 2.7030 0=39.47 2.21 C=120 0.004556 122'-4' Pf 0.619 53 73 27'-0'% 27'-0'% 21.169 21.788 fE(6'-8) fE 6'-8 13'4' 135'-9 Pe 0.000 Pv ®••••• Route 38.... CM 6.3570 0=226.89 2.29 C=120 0.001799 8' Pf 0.015 33 34 23'-2'% 23'-2'/z 22.736 22.751 8 Pe Pv RN 2.7030 Q=38.68 2.16 C=120 0.004390 3'-10'/ Pf 0.099 34 54 23'-2% 27'-0% 22.751 21.180 PO(16'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=38.68 2.16 C=120 0.004390 122'-4' Pf 0.596 54 74 27'-0'/i 27'-0% 21.180 21.776 fE(6'-8) fE 6'-8 13'-4' 135'- Pe 0.000 Pv & © M.E.P.CAD, Inc. �JjAutoSPRINKO VR5 v5.1.32 01/02/2007 10:32:43AM Page 10 8jjjjkydraulic Analysis Job Number. 06-063 ReDort Descriotion: Soec. Warehouse PI e Re Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Flttings Eq. Length Total Len Summary ®••••• Route 39••••• CM 6.3570 Q=188.21 1.90 C=120 0.001273 V4 Pf 0.011 34 35 23'-2Yz 23'-2'h 22.751 22.781 8' Pe Pv RN 2.7030 0=38.12 2.13 C=120 0.004273 3'-10' Pf 0.096 35 55 23'-2'h 2T -0'h 22.761 21.188 PO(18'-8) 18'- 22A Pe -1.670 Pv, BL 2.7030 Q=38.12 2.13 C=120 0.004273 122'4' Pf 0.580 55 75 27'-0'h 27'-0'/i 21.188 21.768 fE(6'-8) fE 6'-8 13'-4' 135'- Pe 0.000 Pv ®••••• Route 40••••• CM 6.3570 Q=150.09 1.52 C=120 0.000838 8'4 Pf 0.007 35 36 23'-2'/, 23-214 22.761 22.768 8'4 Pe Pv RN 2.7030 Q=37.75 2.11 C=120 0.004195 T-110% Pf 0.094 36 56 23'-2'/, 27'-014 22.768 21.193 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 Q=37.75 2.11 C=120 0.004195 122'4' Pf 0.570 56 76 27'-0'/i 27'-0'% 21.193 21.763 fE(6'-8) fE 6'-8 13'-0' 135!-9 Pe 0.000 Pv ®••••• Route 41..... CM 6.3570 Q=112.34 1.14 C=120 0.000490 8'4 Pf 0.004 36 37 23'-214 23'-2'/a 22.768 22.773 8'4 Pe Pv RN 2.7030 Q=37.53 2.10 C=120 0.004150 T-110% Pf 0.093 37 57 23'-2% 27'-0% 22.773 21.196 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 Q=37.53 2.10 C=120 0.004150 122'-4' Pf 0.563 57 77 27'-0% 27'-0'f, 21.196 21.760 fE(6'-8) fE 6'-8 13'-4' 13V-9 Pe 0.000 Pv G&•••••Route 42••••• CM 6.3570 Q=74.82 0.76 C=120 0.000231 8' Pf 0.002 37 38 23'-214 23'-2'/z 22.773 22.774 8' Pe Pv RN 2.7030 Q=37.42 2.09 C=120 0.004129 T-10' Pf 0.093 38 58 23'-214 27'-0'% 22.774 21.198 PO(18'-8) 18' 22' Pe -1.670 N BL 2.7030 Q=37.42 2.09 C=120 0.004129122' 4' . Pf 0.561 58 78 27'-0'% 27'-0% 21:198 21.759 fE(6'-8) fE 6'-B 13'-4' 135'-9 Pe 0.000 Pv ®••••• Route 43••••• CM 6.3570 Q=37.39 0.38 C=120 0.000064 8'4 Pf 0.001 38 39 23'-214 23'-r/2 22.774 22.775 8 Pe Pv RN 2.7030 Q=37.39 2.09 C=120 0.004123 T-10' Pf 0.093 39 59 23'-21/2 27'-0% 22.775 21.198 PO(18'-8) 4-8 22' Pe -1.670 Pv BL 2.7030 0=37.39 2.09 C=120 0.004123 122'-41 Pf 0.560 59 79 27'-0'% 27'-0% 21.198 21.758 fE(6'-8) fE 6'-8 13'-4'/ 135- Pe 0.000 Pv GIP ••••• Route ...... RN 2.7030 0=30.01 1.68 C=120 0.002745 T-10' Pf 0.062 24 44 23'-2'h 27'-0% 22.301 20.693 PO(18'-8) 18'Pe 22' -1.670 Pv e•••••Route 46••••• RN 2.7030 Q=30.07 1.68 C=120 0.002755 T-10' Pf 0.062 25 45 23'-2% 27'-0% 22.382 20.775 PO(18'-8) 18' 22' Pe -1.670 Pv a•••••Route 46••••• RN 2.7030 0=30.66 1.71 C=120 0.002855 3'-10' Pf 0.064 26 46 23'-214 27'-0% 22.455 20.850 PO(18'-8) 18'- 22' Pe -1.670 Pv ep•••••Route 47••••• RN 2.7030 0=31.76 1.78 C=120 0.003048 3'-10' Pf 0.069 27 47 23'-2% 27'-0% 22.521 20.920 PO(18'-8) 18'- 22' Pe -1.670 Pv &V M.E.P.CAD, Inc. MlAutoSPRINK® VR5 v5.1.32 01/02/2007 10:32:43AM Page 11 11 Hydraulic Analysis ,amuu Pipe Type Diameter Flow Velocity HWC Friction Downstream Elevation Discharge K -Factor Pt Pn Fittings ern M, M Lcnyus u, va,ves anv Fnunya %�714W yinYr , ■ Actual Inside Diameter 4 '87 Schedule 40 Ste �, © M.E.P.CAD, Inc. 3 Inside Diameter ) I = Factor Value Of C 100 Multiplying Factor 0.71: Pipe Type Legend AO Amt -Over BL Branch Line CM Cross Main DN Drain DR Drop DY Dynamic FM Feed Main FR Feed Riser MS Miscellaneous OR Outrigger RN Riser Nipple SP Sprig ST Stand Pipe UG Underground �, © M.E.P.CAD, Inc. 3 Inside Diameter ) I = Factor Value Of C 100 Multiplying Factor 0.71: �AutoSPRINK® VR5 v5.1.32 Job Number. 06-063 rt uescnpnon: Spec. Warehouse Length Pressure Eq. Length I Summary 130 140 150 1.16 1.33 1.51 Units Legend Diameter Inch Elevation Foot Flow gpm Discharge gpm Velocity fps Pressure psi Length Foot Friction Loss psi/Foot HWC Hazen -Williams Constant Pt Total pressure at a point in a pipe Pn Normal pressure at a point in a pipe Pf Pressure loss due to friction between points Pe Pressure due to elevation difference between indicated points Pv Velocity pressure at a point in a pipe �AutoSPRINK® VR5 v5.1.32 Job Number. 06-063 rt uescnpnon: Spec. Warehouse Length Pressure Eq. Length I Summary 130 140 150 1.16 1.33 1.51 I 01/02/2007 10:32:43AM Pana 17 Fittings Legend . ALV Alarm Valve AngV Angle Valve b Bushing BaIV Ball Valve BFP Backflow Preventer BV Butterfly Valve C Cross Flow Tum 90° cplg Coupling Cr Cross Run CV Check Valve DeIV Deluge Valve DPV Dry Pipe Valve E 90' Elbow EE 45° Elbow Eel 11'/P Elbow Ee2 22'x4° Elbow f Flow Device FDC . Fire Department Connection fE 90° FireLock(TM) Elbow fEE 45° FireLock(TM)'Elbow fig Flange FN Floating Node fT FlreLock(TM) Tee g Gauge GloV Globe Valve GV Gate Valve Hose Hose HV Hose Valve Hyd Hydrant LtE Long Tum Elbow mecT Mechanical Tee Noz Nozzle P1 Pump In P2 Pump Out PIV Post Indicating Valve PO Pipe Outlet . PrV Pressure Relief Valve PRV Pressure Reducing Valve red Reducer/Adapter S Supply sCV Swing Check Valve Spr Sprinkler St Strainer T Tee Flow Tum 90° Tr Tee Run U Union WirF Wirsbo WMV Water Meter Valve Z Cap I 01/02/2007 10:32:43AM Pana 17 Job Number. 06-063 Rwnnrt r)asrlintinn• Rnor Warohraiaa Supply at Node 1 100 so 60 tatic Pressure 76.000 70 60 d 50 1112_0447.023 1719.00 1612.04 with hose streams 50.000 o` 40 30 S em demand curve 20 10 0 a Z00 400 600 800 1000 1200 1400 1600 1800 2000 Water flow, gpm Supply at Node 1 smb Rmwe 76.000 RWE� Rams TW CO dud d By Tad w"r—w Br 1719.00 @ 50.000 CALIFORNIA WATER SERVICE CO JEFF Y.. JEFF F. Anbbb P—Tbd dTW Oda dTW The d TW 52.914 Q 1612.04 10/23/06 9am BTden, 0-.w a&YM. Mu — 1112.04 @ 47.023 # 3347 & 3349 s�dda oen.na Bnradba wda Alasante) 1612.04 @ 47.023 u, V M.t.i-.GAu, Inc. M AUWbFKINKB/ VR5 V5.1.32 01/02/2007 10:32:48AM Page 13 low Diagram (Top View) Job Number. 06-063 & © M.E.P.CAD, Inc. [i]l AutoSPRINK® VR5 v5.1.32 01/02/2007 10:32:54AM Page 14 j& © M.E.P.CAD, Inc. JUI AutoSPRINK® VR5 v5.1.32 01/02/2007 10:33:01AM Page 15 dkydraulic Overview Job Number: 06-063 Report Description: Spec. Warehouse Job job 06-063 RUSS HOEKSTRA ,m rmn. SMUCKERS QUALITY BEVERAGES, INC. P.. 916.772-0489 FAX 916-772-0243 ,da...I WAREHOUSE & COLD STORAGE BUILDING C.M.U.Vu—M ft., C-16 475626 AM— 2 37 SPEEDWAY AVE. AM CITY OF CHICO FIRE DISTRICT cbrsem a.e.a. bb em CHICO CA AREA #2 System o...m Am m APPkaWn 0.495gpm/ft2 2000.001`12 (Actual 2030.75ft2) uan 0—ndbn spsma DW. - .m.. ft- 11.2 K-Factor 45.17 at 16.264 500.00 C—" ra..b..asnmm.0 hbw 91.25ft2 25 syg.mv.. -D.." sra.mA-D—W 50.009 1147.65 TMI OmmnO 1647.65 @ 50.009 P— Rtl +1.952 (3.8%) Supplies Check Point Gauges Node Fiow(aom) Hose Flow(aom) Stati si Residual(psi) Identifier Pressure(psi) K-Factor(K) Flow(aam) 1 1719.00 500.00 76.000 50.000 DO H , E PRO 1 N,` :c w O fir OF CAx:qQ r2)sa4&s U, • k0exSMV FP-2 SMUCKERS PIPING ALT UG OUR WAY Supply at Node 1 (1719.00, 500.00, 76.000, 50.000) 100 90 80 tatic Pressure 76.000 70 _ 60 ETT 147Me- 50.65 @ 50. 1719.00 @50.000 1647.65 with hose streams a 40 System demand curve 20 10 — 0 — — 800 1200 1600 2000 00 1000 1400 1800 Water flow, gpm Pp, w m.E.P.CAU, Inc. M Auiow-kir-ir 1 vKo vo.1.31 01/02/2007 10:28:42AM . Page 1 0111H ydraulic Summery Job Number. 06-063 P-0 n—rinfinn• 4r.nn lA/n rnf..e„no Job Jin 06.063 RUSS HOEKSTRA Jeb Nmro SMUCKERS QUALITY BEVERAGES, INC. smr certmmonur s. NM C-16 475626 Addm1 WAREHOUSE & COLD STORAGE BUILDING ANI CITY OF CHICO FIRE DISTRICT Addax 2 37 SPEEDWAY AVE. Job sle AREA #2 an A Name CHICO CA FP -2 SMUCKERS PIPING ALT UG OUR WAY System Remote Area(s) MW D.—Ow spnddw. mn 0=*—,y 11.2 K -Factor 45.17 at 16.264 Spec, Warehouse Nor Aloruro u a.— 0 -ft Aro al Appge wi 500.00 0.495gpm/ft2 2000.00ft2 (Actual 2030.75ft2) Aaalbsl Nar sWpdr _ Mmbr Of Bpwbn Calahbd C—no Per spMtlw . Node F ow m 25 91.25ft2 AJaPrY R.wb: Pmaaue Fa R -m M Ama(q A4=wd To &OW RM An. Left 50.009 Right 50.009 T.W Nom sbawro 500.00 byCom FNe. Dwwd T” VJaeer RwIftd (ft k ft Nor AloAonm) 1147.65 1647.65 . M.1— P— Uaw— M hope 0.000 Mm&u Vebdr, Abm Gana 17.88 between nodes 325 and 225 . Mall— Veber wroM Gm" 7.36 between nodes 3 and 4 Valnn-p..Rr of YM pbrvaline d.p.dtV a nrr Fipr 4087.58ga1 12.57ga1 Supplies Hose Flow Static Residual ® Flow Available Total Demand Required Safety Margin Node m(psi) s) m s) (psi(psi) 1 500.00 76.000 50.000 1719.00 51.961 1647.65 50.009 1.952 Contractor CMr for NnWv 21 Cnfatl Name RUSS HOEKSTRA CwihG TM. DESIGN MANAGER W@aCor Name DOLPHIN FIRE PROTECTION Char (916) 772-0489 Edmiulen Adderl 911 WASHINGTON BLVD. STE. #208 FAX (916) 772-0243 Adder 2 Eawl - dfp@dolphinfire.00mm air sin. "0. vAlbsl. ROSEVILLE CA 95748 www.dolphinfire.com A& © M.E.P.CAD, Inc. M AutoSPRINKO VR5 v5.1.32 • 01/02/2007 10:28:48AM Page 2 III Summary Of Outflowing Devices Report Description: NuSpewaren 063 se Device Actual Flow m Minimum Flow m K -Factor K Pressure sl Density m ft2 Sprinkler 207 45.87 45.17 11.2 16.770 0.503gpm/W Sprinkler 214 45.87 45.17 11.2 16.777 0.503gpm/ft2 Sprinkler 221 45.89 45.17 11.2 16.789 0.503gpm/ft2 Sprinkler 225 48.17 45.17 11.2 18.495 0.528gpm/ft2 Sprinkler 206 45.43 45.17 11.2 16.453 0.498gpm/ft2 Sprinkler 213 45.44 45.17 11.2 16.459 0.498gpm/ft2 Sprinkler 220 45.46 45.17 11.2 16.472 0.498gpm/ft2 Sprinkler 224 47.95 45.17 11.2 18.329 0.525gpm/ft2 Sprinkler 205 45.19 45.17 11.2 16.280 0.495gpm/ft2 Sprinkler 212 45.20 45.17 11.2 16.286 0.495gpm/ t2 Sprinkler 1273 45.22 45.17 11.2 16.298 0.496gpm/ft2 Sprinkler 223 47.82 45.17 11.2 18.231 0.5248 m/ft2 b Sprinkler 204 45.17 45.17 11.2 16.264 0.495gpnVft2 . Sprinkler 211 45.18 45.17 11.2 16.271 0.495gpm/ft2 Sprinkler 218 45.19 45.17 11.2 16.283 0.495gpm/ft2 Sprinkler 222 47.85 45.17 11.2 18.254. 0.5248 m/ft2 Sprinkler 203 45.31 45.17 11.2 16.366 0.497gpnUft2 Sprinkler 210 45.32 45.17 11.2 16.373 0.4978 m/ft2 Sprinkler 217 45.34 45.17 11.2 16.385 0.497gpm/ft2 Sprinkler 202 45.56 45.17 112 16.548 0.499gpmtft2 Sprinkler 209 45.57 45.17 11.2 16.555 0.499gpm/ft2 Sprinkler 216 45.59 45.17 11.2 16.567 0.500gpm/R2 Sprinkler 201 46.02 45.17 11.2 16.880 0.504gpm/ft2 Sprinkler 208 46.02 45.17 11.2 16.867 0.504gpm/f 2 Sprinkler 215 46.04 45.17 11.2 16.899 0.505gpm/ft2 b Most Demanding Sprinkler Data IL1 v M.t.r'.GAU, mc. aq AutoSrr INKQP VKs v5.1.32 01/02/2007 10:28:54AM Page 3 R! c 4 i=R, Job Number: 06-063 Report Descriotion: Soec. Warehouse Node Elevation Foot FitUn s Pressuresl Discharge(qpm) 4 -3'-0 E(32'-81/2) 39.227 5 0'-6 37.215 6 23'-2'% fE 16'-0 26.487 62 27'-0'% fE 6'-8 22.002 63 27'-0'% fE 6'-8 22.747 64 27'-0'% fE 6'-8 23.437 65 27'-0'% fE 6'-8 23.531 66 27'-0'% fE 6'-8 23.631 67 27'-0'% fE 6'-8 23.737 68 27'-0'% fE 6'-8 23.845 69 27'-0'% fE 6'-8 23.953 70 27'-0'% fE 6'-8 24.313 71 27'-0'% fE 6'-8 24.288 72 27'-0'% fE 6'-8 24.269 73 27'-0'% fE 6'-8 24.254 74 27'-0'% fE 6'-8 24.242 75 27'-0'% fE 6'-8 24.234 76 27'-0'% fE 6'-8 24.229 77 27'-0'% fE 6'-8 24.226 78 27'-0'% fE 6'-8 24.225 79 27'-0'% fE 6'-8 24.224 80 23'-2'% PO18'-8 24.964 81 23'-2'% PO18'-8 24.974 82 23'-2'% PO18'-8 25.005 83 23'-254 PO18'-8 25.065 84 23'-2'% PO18'-8 25.154 85 23'-2'% PO18'-8 25.250 86 23'-2% PO18'-8 25.354 87 23'-2% PO18'-8 25.467 88 23'-2'% PO18'-8 25.582 89 23'-2% PO18'-8 25.699 7 23'-2'% 2rr 31'-5 26.281 90 23'-2'% PO18'-8 26.104 91 23'-2% PO18'-8 26.073 92 23'-2'% PO18'-8 26.046 93 23'-2'% PO18'-8 26.026 94 23'-2% PO18'-8 26.011 95 23'-2'% PO18'-8 26.000 96 23'-2% PO18'-8 25.993 97 23'-2% PO18'-8 25.989 98 23'-2'% PO18'-8 25.987 99 23'-254 PO18'-8 25.987 1030 13'-3 PO11'-3'% 29.268 1020 13'-3 PO11'-3'% 29.274 1010 13'-3 PO11'-3'% 29.278 289 13'-2'% PO11'-3'% 29.284 307 25'-6% 17.803 407 30'-2% PO 6'-754 17.952 314 25'-0'% 17.811 414 30'-2'% PO 6'-7'% 17.960 321 25'-6% 17.824 421 30'-2'% PO 6'-7'% 17.973 325 25'-6'% 19.728 425 30'-2% PO 6'-7'% 20.081 306 25'-0'% 17.449 406 30'-11'% PO 6'-7'% 17.338 313 25'-6% 17.456 413 30'-11'% PO 6-754 17.346 320 25'-6'% 17.469 420 30'-11'% PO 6'-7'% 17.359 324 25'-6'% 19.543 424 30'-11'% PO 8'-7'% 19.666 305 25'-6'% 17.256 405 31'-854 PO 6'-7'% 16.901 312 25'-0'% 17.263 412 31'-8% PO 6'-7%% 16.909 319 25'-6% 17.276 419 31'-8'% PO 6'-7'% 16.922 323 25'-654 19.433 423 31'-8'% PO 6'-7'% 19.334 304 25'-0'% 17.238 404 31'-9'% PO 6'-7'% 16.868 311 25'-6'% 17.245 411 31'-9'% PO 6'-7'% 16.876 318 25'-0'% 17.259 418 31'-9'% PO 6'-7'% 16.889 322 25'-0'% 19.460 b(i, © M.E.P.CAD, Inc. M AutoSPRiNK® VR5 v5.1.32 01/02/2007 10:28:59AM Page 4 111INode Analysis ij Job Number. 06-063 Report Description: Soec. Warehouse Node Elevation Foot FItUn s Pressureipsil Discha e m 422 31'-915 PO 6'-7'h 19.351 303 25'-0'h 17.352 403 31'-0 PO 6'-7'h 17.224 310 25-615 17.359 410 31'-0 PO 6'-7'h 17.232 317 25'-6'h 17.372 417 31'-0 PO 6'-7'h 17.245 302 25'-6'/2 17.555 402 30'-3 PO 6'-7'h 17.672 309 25'-6'h 17.562 409 30'-3 PO 6'-7'h 17.680 316 25'-6'A 17.576 416 30'-3 PO 6'-7'h 17.693 3 -3'-0 E(27'-2) 47.504 301 25'-0'h 17.926 401 29'-514 PO 6'-7'h 18.302 308 25-614 17.933 408 29'-5'h PO 6'-7'h 18.310 315 25-615 17.947 415 29'-5'h PO 6'-7'h 18.324 2 -3'-0 E(32-8%) 51.559 20 23'-2'h PO18'-8 24.584 21 23'-2% PO18'-8 24.594 22 23'-2'h PO18'-8 24.626 23 23'-215 PO18'-8 24.689 24 23'-214 PO18'-8 24.774 25 23'-2'/2 PO18'-8 24.851 26 23'-2'h PO18'-8 24.922 27 23'-2% PO18'-8 24.987 28 23'-2'h PO18'-8 25.040 29 23'-2'h PO18'-8 25.084 30 23'-2'h PO18'-8 25.122 31 23'-2% PO18'-8 25.154 32 23'-2'h PO18'-8 25.181 33 23'-2'h PO18'-8 25.201 34 23'-2'/2 PO18'-8 25.216 35 23'-2'h PO18'-8 25.227 36 23'-2'h PO18'-8 25.234 37 23'-2'/2 PO18'-8 25.238 38 23'-2'h PO18'-8 25.240 39 23'-2'h PO18'-8 25.240 42 27'-0'h fE 6'-8 21.575 43 27'-0% fE 6'-6 22.596 44 27'-0'h fE 6'-8 23.151 45 27'-0% fE 6'-8 23.231 46 27'-0'h fE 6'-8 23.306 47 27'-015 fE 6'-8 23.377 48 27'-0'h fE 6'-8 23.438 49 27'-0'h fE 6'-8 23.491 50 27'-0'h fE 6'-8 23.575 51 27'-0'h fE 6'-8 23.599 52 27'-0'h fE 6'-8 23.619 53 27'-0'h fE 6'-8 23.634 54 27'-014 fE 6'-8 23.645 55 27'-0'h fE 6'-6 23.653 56 27'-0'h fE 6'-8 23.658 57 27'-0% fE 6'-8 23.661 58 27'-0'% fE 6'-8 23.663 59 27'-0'h fE 6'-8 23.663 207 23'-0'h S -16.770 16.770 45.87 214 23'-0% S -16. 16.777 45.87 221 23'-0'h S r -16.789 16.789 45.89 225 23'-0'h S r -18.495 18.495 48.17 206 23'-0'h S r -16.453 16.453 45.43 213 23'-0'h S -16.459 16.459 45.44 220 23'-0'h S -16.472 16.472 45.46 224 23'-0% S r -18.329 18.329 47.95 205 23'-0'h S r -16.280 16.280 45.19 212 23'-0'h S r -16.286 16.286 45.20 1273 23'-0'h S r -16.298 16.298 45.22 223 23'-0'h S r -18.231 18.231 47.82 204 23'-0'h S r -16.264 16.264 45.17 211 23'-0'h S r -16.271 16.271 45.18 218 23'-0'h S -16.283 16.283 45.19 222 23'-0'h S r -18.254 18.254 47.85 203 23'-015 S r -16.366 16.366 45.31 210 23'-0'h S r-16.373 16.373 45.32 & © M.E.P.CAD, Inc. M AutoSPRINK® VR5 v5.1.32 01/02/2007 10:28:59AM Page 5 Node Analysis Job Number. 06-063 Report Description: Soec. Warehouse Node Elevation Foot Fittin s Pressure(pall Dische e m 217 23'-0'/2 S r -18.385 16.385 45.34 202 23'-0'f, S -16.548 16.548 45.56 209 23'-0'/i S r(-16.555) 16.555 45.57 216 23'-094 S r -16.567 16.567 45.59 201 23'-0'% S r -16.880 16.680 46.02 208 23'-0% S -16.887 16.887 46.02 . 215 23'-0'% S r -16.899 16.899 46.04 1 2'-0 S 50.009 1147.65 & © M.E.P.CAD, Inc. M AutoSPRINK® VR5 v5.1.32 01/02/2007 10:28:59AM Page 6 Job Number. 06-063 Reoort Descriotion: Soec Warehouse Pipe Te Diameter Flow VelocityHWC Friction Loss LengthPressure Downstream Upstream Elevation Discharge K -Factor Pt Po- Fittings Eq. Length Total Length Summary ®••••• Route I..... DR 1.0490 0=45.17. 16.77 C=100 0.823024 2'-6 Pf 2.058 204 304 23'-0% 25'-6'% q=45.17 K=11.2 16.264 17.238 Spr(-16.264) 2' Pe -1.084 Pv DR 1.4080 0=45.17 9.31 C=120 0.140090 V-9 Pf 2.337 304 404 25'-6% 31'-9'h 17.238 16.868 E(3'-3%). PO 6'-7'/) 9'-11 16'-8 Pe -2.707 Pv BL 2.7030 0=21.28 1.19 C=120 0.001453 9'-1 Pf 0.013 404 405 31'-9'/, 31'-8'/i 16.868 16.901 9'-1 Pe 0.020 Pv BL 2.7030 0=66.47 3.72 C=120 0.011951 91-1 'A Pf 0.109 405 406 31'-S% 30'-111/2 16.901 17.338 9'-1' Pe 0.328 Pv BL 2.7030 Q=111.90 6.26 C=120 0.031325 9'-1' Pf 0.285 406 407 30'-11 % 30'-2'h 17.338 17.952 9'-1'/ Pe 0.328 Pv BL 2.7030 0=157.76 8.82 C=120 0.059140 41'-9M Pf 3.969 407 80 30'-2'% 23'-2'h 17.952 24.964 fE 6'-8 PO 18'-8 25'4 6T -1M Pe 3.044 Pv CM 6.3570 0=157.76 1.59 C=120 0.000919 10'-Pf 0.009 80 81 23'-2'h 23'-2'/2 24.964 24.974 101- Pe Pv CM 6.3570 0=315.55 3.19 C=120 0.003312 9'4 Pf 0.031 81 82 23'-2'h 23'-2'h 24.974 25.005 9'4 Pe Pv CM 6.3570 0=473.40 4.79 C=120 0.007014 W-6 8-8 Pf 0.061 pe pr 82 23'-2'h 25.005 83 23'-2'/s 25.065 CM 6.3570 0=580.32 5.87 C=120 0.010224 8'- Pf 0.089 83 84 23'-2'h 23'-2'h 25.065 25.154 8!_ pe Pv CM 6.3570 Q=606.30 6.13 C=120 0.011086 8'- Pf 0.096 84 85 23'-2'/2 23'-2'h 25.154 25.250 81_ Pe Pv CM 6.3570 Q=632.95 6.40 C=120 0.012004 8'- Pf 0.104 85 86 23'-2% 23'-2'h 25.250 25.354 8'_ Pe Pv CM 6.3570 0=660.76 6.68 C=120 0.012999 8'- Pf 0.113 86 87 23'-2'/2 23'-2'h 25.354 25.467 8 _ Pe Pv CM 6.3570 0=690.23 6.98 C=120 0.014092 B'- Pf 0.115 87 88 23'-2'/2 23'-2'h 25.467 25.582 g'_ Pe Pv CM 6.3570 Q=721.68 7.30 C=120 0.015302 7'- Pf 0,117 88 89 23'-2'h 23'-2'h 25.582 25.699 7' Pe Pv CM 6.3570 Q=755.36 7.64 C=120 0.016650 3' Pf 0.582 89 7 23'-2'h 23'-214 25.699 26.281 fT 31'-5 31'- 34'-11 Pe Pv FM 8.3290 Q=1147.65 6.76 C=120 0.009683 5*4 Pf 0.207 7 6 23-214 23'-2'h 26.281 26.487 fE 16'-0 W -C 21'4 Pe Pv FR 8.3290 Q=1147.65 6.76 C=120 0.009683 21'_1 Pf 0.891 6 5 23'-214 0'-6 26.487 37.215 CV 55'-5 BV 14'-9'b 70'- 92' Pe 9.837 Pv UG 8.5100 Q=1147.65 6.47 C=140 0.00655710'- Pf 0.495 5 4 0'-6 -3'-0 37.215 39.227 2E(32'-8%) 65'-5' 75'-5' Pe 1.517 Pv UG 7:9800 Q=1147.65 7.36 C=150 0.007893 920' Pf 8.277 4 3 -3'-0 -3'-0 39.227 47.504 SEE 13'-7 PIV 6'-0'h 2E(27'-2) 128'-3' 1048'- Pe Pv UG 8.5100 Q=1147.65 6.47 C=140 0.006557 10'- Pf 4.055 3 2 -3'-0 -3'-0 47.504 51.559 3E(32'-8, BFP -3.348 98'- 108'- Pe Pv UG 7.9800 Q=1147.65 7.36 C=150 0.007893 45'- Pf 0.617 2 1 -3'-0 2'-0 51.559 50.009 GV 6'-0'h E(27'-2), S 33'-2' 78'-2' Pe -2.168 Pv ®••••• Route 2••••• DR 1.0490 Q=45.18 16.77 C=100 0.823318 2' Pf 2.058 211 311 23'-0'% 25-614 q=45.18 K=11.2 16.271 17.245 Spr(-16.271) y Pe -1.084 Pv & © M.E.P.CAD, Inc. MjAutoSPRINK4DVR5 v5A.32 01/02/2007 10:29:06AM Page 7 1111Hydraulic Analysis -� Job Number. 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenath Summary DR 1.4080 0=45.18 9.31 C=120 0.140141 6'-9 Pf 2.337 311 411 25'-655 31 '-91A 17.245 16.876 E 3'-3'h PO(6'-7%) 9'-11 161- Pe -2.707 Pv BL 2.7030 0=21.28 1.19 C=120 0.001453 9'-1 Pf 0.013 411 412 31'-955 31'-8% 16.876 16.909 9'-1 Pe 0.020 Pv BL 2.7030 Q=66.48 3.72 C=120 0.011954 9'-1' 9'-1' Pf 0.109 Pe 0.328 Pv 412 31'-8'/a 16.909 413 30'-111A 17.346 BL 2.7030 0=111.92 6.26 C=120 0.031334 9'-1' Pf 0.285 413 414 30'-11'h 30'-2'h 17.346 17.960 9'-1' Pe 0.328 Pv BL 2.7030 Q=157.79 8.82 C=120 0.059158 41'-9' Pf 3.970 414 81 30'-2'h 23'-2'h 17.960 24.974 fE 6'-8 PO 18'-8 25 67'-1' Pe 3.044 Pv 0•••••Route 3••••• DR 1.0490 0=45.19 16.78 C=100 0.823758 24 Pf 2.059 205 305 23'-0Y, 25-655 q=45.19 K=11.2 16.280 17.256 SPK -16.280) 2'4 Pe -1.084 ' Pv DR 1.4080 0=45.19 9.31 C=120 0.140216 8'-8' Pf 2.332 305 405 25'-0'b 31'-8'h 17.256 16.901 E(3' -3Y2), PO 6'-7'h 9'-11 16'4' Pe -2.687 Pv ®••••• Route 4••••• DR 1.0490 0=45.19 16.78 C=100 0.823877 2' 2' Pf 2.060 Pe -1.084 Pv 218 23'-0% q=45.19 K=11.2 16.283 Spr(-16.283) 318 25'-6'h 17.259 DR 1.4080 0=45.19 9.31 C=120 0.140236 V-9 Pf 2.338 318 418 25'-6'h 31'-9'/2 17.259 16.889 E(3' -3'A), PO 6'-7'/, 9'-11 16'-8 Pe -2.707 Pv BL 2.7030 0=21.28 1.19 C=120 0.001453 9'-1 Pf 0.013 418 419 31'-955 31'-8'/: 16.889 16.922 9'-1 Pe 0.020 Pv BL 2.7030 Q=66.49 3.72 C=120 0.011959 9'-1' Pf 0.109 419 420 31'-855 30'-11'A 16.922 17.359 9!_1 A Pe 0.328 Pv BL 2.7030 0=111.95 6.26 C=120 0.031351 9'-1' Pf 0.286 420 421 30'-11 % 30'-254 17.359 17.973 9'-1W Pe 0.328 Pv BL 2.7030 Q=157.84 8.83 C=120 0.059193 38'- Pf 2.654 421 62 30'-2'h 27'-0% 17.973 22.002 fE 6'-8 61- 44'-1 Pe 1.375 Pv RN 2.7030 0=157.84 8.83 C=120 0.059193 3'-10' Pf 1.333 62 82 27'-0'% 23'-2'/a 22.002 25.005 P018'$ 18' 22' Pe 1.670 Pv 4i§•••••Route 6••••• DR 1.0490 0=45.20 16.78 C=100 0.824053 2'Pf 2.060 212 312 23'-OIA 25'-6'/a q=45.20 K=11.2 16.286 17.263 Spr(-16.286) 2 Pe -1.084 Py DR 1.4080 Q=45.20 9.31 C=120 0.140266 V -81A Pf 2.333 312 412 25'-6'h 31'-855 17.263 16.909 E(3'-3%), PO 6'-7'h 9'-11 16'-7M Pe -2.687 Pv Gib ••••• Route 6••••• DR 1.0490 0=45.22 16.79 C=100 0.824612 2' Pf 2.062 1273 319 23'-0% 25'-6'/2 q=45.22 K=11.2 16.298 17.276 Spr(-16.298) 2' Pe -1.084 Pv DR 1.4080 0=45.22 9.32 C=120 0.140361 V-8'/ Pf 2.333 319 419 25'-6% 31'-8% 17.276 16.922 E 3'-3'/i PO 6'-7'h 9'-11 16'-714 Pe -2.687 Pv e•••••Route 7••••• DR 1.0490 0=45.31 16.82 C=100 0.827784 2' Pf 2.069 203 303 23'-0'h 25-6'h q=45.31 K=11.2 16.366 17.352 Spr(-16.366) 2 Pe -1.084 Pv DR 1.4080 0=45.31 9.34 C=120 0.140901 5'-11 'A Pf 2.240 303 403 25'-6'/a 31'-0 17.352 17.224 E(3' -3Y2). PO 6'-755 9'-11 15'-11 Pe -2.368 Pv BL 2.7030 Q=69.20 3.87 C=120 0.012876 91- 91-2 Pf 0.118 Pe 0.330 Pv 403 31'-0 17.224 402 30'-3 17.672 BL 2.7030 Q=114.76 6.42 C=120 0.032824 9'-2 Pf 0.301 402 401 30'-3 29'-5'/i 17.672 18.302 9--21 Pe 0.330 Pv & © M.E.P.CAD, Inc. §1 AutoSPRINKO VRS v5.1.32 01/02/2007 10:29:06AM Page 8 IIIHydraulic Analysis 1 :1 Job. Number 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Veloc HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Length Summary BL 2.7030 Q=160.78 8.99 C=120 0.061246 32'-9` Pf 3.561 401 20 29'-5% 23-21A 18.302 24.584 fE 6'-8 PO 18'-8 25'4 58'-1' Pe 2.721 Pv CM 6.3570 0=160.78 1.63 C=120 0.000951 101- 101- Pf 0.010 Pe Pv 20 23'-2'h 24.584 21 23'-2'h 24.594 CM 6.3570 Q=321.59 3.25 C=120 0.003430 9'4 Pf 0.032 21 22 23'-2'% 23'-2'% 24.594 24.626 94 Pe Pv CM 6.3570 0=482.47 4.88 C=120 0.007265 8'-8 Pf 0.063 22 23 23'-2'% 23'-2% 24.626 24.689 81-8 Pe Pv CM 6.3570 Q=567.33 5.73 C=120 0.009804 8'-Pf 0.085 23 24 23'-2'/z 23'-2'A 24.689 24.774 eo-1 Pe Pv CM 6.3570 Q=541.35 5.47 C=120 0.008990 8'-Pf 0.078 24 25 23'-2'h 23'-2'h 24.774 24.851 81-1 Pe Pv CM 6.3570 0=514.71 5.20 C=120 0.008188 8'-Pf 0.071 25 26 23'-2'i4 23'-2'h 24.851 24.922 81_ Pe Pv CM 6.3570 Q=486.89 4.92 C=120 0.0073898'- Pf 0.064 26 27 23'-2'h 23'-2% 24.922 24.987 g'_ Pe Pv CM 6.3570 Q=457.42 4.62 C=120 0.006583 8'- Pf 0.054 27 28 23'-21A 23'-2'% 24.987 25.040 g'_ Pe Pv CM 6.3570 Q=425.97 4.31 C=120 0.005770 7'- Pf 0.044 28 29 23'-2'A 23'-2% 25.040 25.084 7._ Pe Pv RN 2.7030 0=33.68 1.88 C=120 0.003398 3'-10' Pf 0.077 29 49 23'-2% 27'-0% 25.084 23.491 PO(18'-8) 18'- 22 Pe -1.670 Pv BL 2.7030 Q=33.68 1.88 C=120 0.003398 122'-4' Pf 0.461 49 69 27'-0% 27'-0'h 23.491 23.953 fE(6'-8) fE 6'-8 13'-4' 135'- Pe 0.000 Pv RN 2.7030 Q=33.68 1.88 C=120 0.003398 3'-10' Pf 0.077 69 89 27'-OIA 23'-2'/i 23.953 25:699 PO18'-8 18'- 22' Pe 1.670 Pv ®••••• Route 8••••• DR 1.0490 0=45.32 16.82 C=100 0.828080 2' Pf 2.070 210 310 23'-0% 25'-0'h q=45.32 K=11.2 16.373 17.359 Spr(-16.373) 2' Pe -1.084 Pv DR 1.4080 0=45.32 9.34 C=120 0.140951 5'-11'/ Pf 2.241 310 410 25'-6% 31'-0 17.359 17.232 E 3'-3`h 120 (6'-7%) 9'-11 15'-11 Pe -2.368 Pv ' BL 2.7030 0=69.22 3.87 C=120 0.012882 9'- Pf 0.118 410 409 31'-0 30'-3 17.232Pe 17.680 g'_ 0.330 Pv BL 2.7030 Q=114.79 6.42 C=120 0.0328389'- Pf 0.301 409 408 30'-3 29'-5'h 17.680 18.310 g'_ Pe 0.330 Pv BL 2.7030 0=160.81 8.99 C=120 0.061271 32'-914 Pf 3.562 408 21 29'-5'% 23'-2'h 18.310 24.594 fE 6'-8 PO 18'-8 25' 58'-1' Pe 2.721 Pv G•••••Route 9••••• DR 1.0490 0=45.34 16.83 C=100 0.828643 2' Pf 2.072 217 317 23'-0'% 25'-6% q=45.34 K=11.2 16.385 17.372 SPK -16.385) 2' Pe -1.084 Pv DR 1.4080 0=45.34 9.34 C=120 0.141047 V -111Y Pf 2.241 317 417 25'-6'h 31'-0 17.372 17.245 E(3'-3%). PO 6'-7% 9'-11 15'-10' Pe -2.368 Pv BL 2.7030 Q=69.25 3.87 C=120 0.012893 91- Pf 0.118 417 416 31'-0 30'-3 17.245 17.693 9!-2 Pe 0.330 Pv BL 2.7030 Q=114.84 6.42 C=120 0.032864 9'-Pf 0.301 416 415 30'-3 29'-5'h18.324 17.693 91- Pe 0.330 Pv BL 2.7030 Q=160.88 8.99 C=120 0.061318 29'-214 Pf 2.200 415 42 29'-5'h 27'-OIA 18.324 21.575 fE 6'-8 6'-q 35' -IOW Pe 1.052 Pv F. U M.E.KCAD, Inc. AutoSPRINKO VR5 v5.1.32 01/02/2007 10:29:06AM Page 9 IHydrAulic-Analys-IsII I « Job Number. 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Eq. Length Total Len Pressure Summary Downstream Elevation Discharge K-Factor Pt Pn Fittings Upstream RN 2.7030 Q=160.88 8.99 C=120 0.061318 3'-10' Pf 1.381 42 22 27'-0'% 23'-2'% 21.575 24.626 P018'-8 18'- 22' Pe 1.670 Pv @••••• Route 10••••• DR 1.0490 Q=45.43 16.86 C=100 0.831850 '2' 2' Pf 2.080 Pe -1.084 Pv 206 23'-0'/2 q=45.43 K=11.2 16.453 Spr(-16.453) 306 25'-0'/. 17.449 DR 1.4080 0=45.43 9.36 C=120 0.141593 V-11 'A 9'-11 15'-10' Pf 2.248 Pe -2.359 Pv 306 25'-6'/2 17.449 406 30'-1154 17.338 E 3'-3'/2 PO 6'-71/2 ®•••••Route 11 ••••• DR 1.0490 Q=45.44 16.87 C=100 0.832147 2' Pf 2.080 213 313 23'-0'% 25'-6% q=45.44 K=11.2 16.459 17.456 Spr(-16.459) 2' Pe -1.084 Pv DR 1.4080 0=45.44 9.36 C=120 0.141643 V-1 114 Pf 2.249 313 413 25'-6'/2 30'-11'/2 17.456 17.346 E(3'-3%). PO 6'-7'/2 V-1 11 15'-10' Pe -2.359 Pv ®••••• Route 12••••• DR 1.0490 Q=45.46 16.87 C=100 0.832711 2' Pf 2.082 220 320 23'-0% 25'-6% q=45.46 K=11.2 16.472 17.469 Spr(-16.472) y Pe -1.084 Pv DR 1.4080 0=45.46 9.37 C=120 0.141739 5'-111% Pf 2.249 320 420 25'-6'/2 30'-111/2 17.469 17.359 E(3'-3%), PO 6-754 9'-11 15-1 ON Pe -2.359, Pv ®••••• Route 13••••• DR 1.0490 Q=45.56 16.91 C=100 0.836291 2' Pf 2.091 202 302 23'-0'% 25'-01/2 q=45.56 K=11.2 16.548 17.555 Spr(-16.548) Pe -1.084 2' Pv DR 1.4080 0=45.56 9.39 C=120 0.142349 5-21A Pf 2.155 302 402 25'-6'/2 30'-3 17.555 17.672 E T-3'/2 PO 6'-7'/: 9'-11 Pe -2.038 15'-1' Pv a•••••Route 14••••• DR 1.0490 Q=45.57 16.92 C=100 0.836591 2' Pf 2,091 209 309 23'-0'/2 25'-6'/2 q=45.57 K=11.2 16.555 17.562 Spr(-16.555) 2' Pe -1.084 Pv DR 1.4080 0=45.57 9.39 C=120 0.142400 V-21A Pf 2.155 309 409 25'-0'/2 30'-3 17.562 17.680 E(3'-3%). PO 6'-7'/2 9'-11 15'-1' Pe -2.038 Pv G&•••••Route 16••••• DR 1.0490 Q=45.59 16.92 C=100 0.837161 2' Pf 2.093 216 316 23'-0'/2 25'-6'/: q=45.59 K=11.2 16.567 17.576 Spr(-16.567) 2' Pe -1.084 Pv DR 1.4080 0=45.59 9.39 C=120 0.142497 5'-2' Pf 2.155 316 416 25'-6% 30'-3 17.576 17.693 E(3'-3%). PO 6'-7'/2 9'-11 1151-1 'A Pe -2.038 Pv Qw•••••Route 16••••• DR 1.0490 Q=45.87 17.03 C=100 0.846682 2' Pf 2,117 207 307 23'-0'% 25'-0'/2 q=45.87 K=11.2 16.770 17.803 Spr(-16.770) 2' Pe -1.084 Pv DR 1.4080 0=45.87 9.45 C=120 0.144117 V-2' Pf 2.179 307 407 25'-6% 30'-2% 17.803 17.952 E 3'-3'/2 PO 6'-7'/2 V-11 15'-1' Pe -2.031 Pv 63- Route 17••••• DR 1.0490 0=45.87 17.03 C=100 0.846983 2' Pf 2,117 214 314 23'-0'/2 25'-6'/2 q=45.87 K=11.2. 16.777 17.811 Spr(-16.777) 2' Pe -1.084 Pv DR 1.4080 0=45.87 9.45 C=120 0.144169 V-2' Pf 2.180 314 414 25' 6'/2 30'-2'% 17.811 17.960 E 3'-3'/2 PO 6'-7'/2 9'-11 15'-1' Pe -2.031 Pv ®•••••Route 18•'••' DR 1.0490 0=45.89 17.04 C=100 0.847556 2' Pf 2,119 221 321 23'-0'% 25'-0'/2 q=45.89 K=11.2 16.789 17.824 Spr(-16.789) 2' Pe -1.084 Pv DR 1.4080 0=45.89 9.46 C=120 0.1442665- Pf 2.180 321 421 25'-6'/2 30'-2'/2 17.824 17.973 E 3'-3'/2 PO 6'-7'/2 9!, '-11 15'-11 Pe -2.031 Pv ®••••• Route 19••••• DR 1.0490 Q=46.02 17.08 C=100 0.851805 2' Pf 2.130 201 301 23'-0'/2 25'-6'/2 q=48.02 K=11.2 16.880 17.926 Spr(-16.880) 2 Pe -1.084 Pv IM, a m.E.r-.u^u, inn. [al AUTOW-KINKV VKO VO.1.32 01/02/2007 10:29:06AM Page 10 V; ,-1 �;"4 Job Number. 06-063 Report Description: Spec. Warehouse Pipe lype Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenath Summary DR 1.4080 0=46.02 9.48 C=120 0.144990 4'-5' Pf 2.084 301 401 25'-0'h 29'-514 17.926 18.302 E(3'-3%), PO 6'-7'h 9'-11 14'4'/ Pe -1.708 Pv a••••• Route 20••••• DR 1.0490 0=46.02 17.09 C=100 0.852111 2' Pf 2.130 208 308 23'-014q=46.02 25'-6'% K=11.2 16.887 17.933 Spr(-16.887) 2' Pe -1.084 Pv DR 1.4080 0=46.02. 9.48 C=120 0.145042 4'-5' Pf 2.085 308 408 25'-6'% 29'-5% 17.933 18.310 E 3'-31A PO 6'-7'% 9'-11 14'-4 Pe -1.708 Pv ®••••• Route 21..... DR 1.0490 0=46.04 17.09 C=100 0.852693 2' Pf 2.132 215 315 23'-0% 25'-6% q=46.04 K=11.2 16.899 17.947 Spr(-16.899) 2' Pe -1.084 Pv DR 1.4080 Q=46.04 9.49 C=120 0.145141 4'-5' Pf 2.085 315 415 25'-6% 29'-5% 17.947 18.324 E 3'-314 PO 6'-7'h 9'-11 14' 4' Pe -1.708 Pv Gib ••••• Route 22••••• DR 1.0490 Q=47.82 17.75 C=100 0.914653 2' Pf 2.287 Pe -1.084 2' Pv 223 23'-0'% q=47.82 K=11.2 18.231 Spr(-18.231) 323 25'-0'h 19.433 DR 1.4080 0=47.82 9.85 C=120 0.155687 V-8' Pf 2.588 323 423 25'-6% 31'-8'% 19.433 19.334 E T-314 PO 6'-7'% 9'-11 Pe -2.687 16'-T Pv BL 2.7030 0=10.81 0.60 C=120 0.000415 9'-1' Pf 0.004 423 424 31'-81A 30'-11'A 19.334 19.666 Pe 0.328 9'-1' Pv BL 2.7030 0=58.76 3.29 C=120 0.009515 9'-1' Pf 0.087 424 425 30'-11'A 30'-2'h 19.666 20.081 Pe 0.328 91-1110-Pv BL 2.7030 0=106.93 5.98 C=120 0.028800 381-Pf 1.291 81- Pe 1.375 44'-1 Pv 425 30'-214 20.081 63 27'-01422.747 fE 6'-8 RN 2.7030 0=106.93 5.98 C=120 0.028800 T-104 Pf 0.648 18' Pe 1.670 22' Pv 63 27'-0'h " 22.747 63 23-214 25.065 P018'-8 ®••••• Route 23••••• DR 1.0490 0=47.85 17.76 C=100 0.915759 2' Pf 2.289 222 322 23'-0'% 25'-6% q=47.85 K=11.2 18.254 19.460 Spr(-18.254) 2' Pe -1.084 Pv DR 1.4080 0=47.85 9.66 C=120 0.155875 6'-Pf 2.598 322 422 25'-6'h 31'-9% 19.460 19.351 E 3'-314 PO 6'-7'F, 9'-11 161- Pe -2.707 Pv BL 2.7030 Q=84.86 4.74 C=120 0.018779 56'-111 Pf 1.194 422 43 $1'-9'% 27'-0'% 19.351 22.596 fE 6'-8 6'- 63'- Pe 2.050 Pv RN 2.7030 Q=84.86 4.74 C=120 0.018779 3'-10' 18'- 22' Pf 0.423 Pe 1.670 Pv 43 27'-0'% 22.596 23 23'-2'h 24.689 P018'-8 e••••• Route 24••••• DR 1.0490 0=47.95 17.80 C=100 0.919201 2' Pf 2.298 224 324 23'-014 25'-6% q=47.95 K=11.2 18.329 19.543 Spr(-18.329) Pe -1.084 2' Pv DR 1.4080 0=47.95 9.88 C=120 0.156461 V -11Y Pf 2.482 324 424 25-614 30'-11'A 19.543 19.666 E T -3'h PO 6'-714 9'-11 Pe -2.359 15'-10' Pv Gib ••••• Route 26••••• DR 1.0490 0=48.17 17.88 C=100 0.926903 2'Pf 2-1 2,317 Pe -1.084 Pv 225 23'-0'% q=48.17 K=11.2 18.495 Spr(-18.495) 325 25'-6% 19.728 DR 1.4080 0=48.17 9.92 C=120 0.1577725'- Pf 2.384 325 425 25-614 30'-214 19.728 20.081 E(3-3%), 'PO 6'-7'/a 9'-11 15'-1' Pe -2.031 Pv ®••••• Route 26••••• BL 2.7030 Q=23.90 1.34 C=120 0.001801 9'-j Pf 0.017 411 410 31'-9'h 31'-0 16.876Pe 17.232 g'_ 0.339 Pv ®••••• Route 27••••• BL 2.7030 0=23.89 1.34 C=120 0.001800 91- Pf 0.017 404 403 31'-9'h 31'-0 16.868 17.224 g.- Pe 0.339 Pv Ok••••• Route 28••••• & © M.E.P.CAD, Inc. rtjAutoSPRINK®VR5 v5.1.32 01/02/2007 10:29:06AM Page 11 Igy v M.t.r.GAu, mc. MAuiOW-KINKV VKO Vo.i.32 01/02/2007 10:29:06AM Page 12 Hydraulic Analysis Job Number: 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenath Summary CM 6.3570 Q=307.08 3.10 C=120 0.003149 8'4 Pf 0.026 92 91 23'-234 23'-234 26.046 26.073 8' Pe Pv CM 6.3570 0=348.90 3.53 C=120 0.003989 8'- 8'_ Pf Pe Pv 0.032 91 23-234 26.073 90 23'-2'A 26.104 CM 6.3570 Q=392.29 3.97 C=120 0.004954 4-2 Pf 0.176 90 7 23'-2'% 23'-2'h 26.104 26.281 IT 31'-5 3V-5 35-7 Pe Pv Gib ••••• Route 29••••• BL 2.7030 0=37.01 2.07 C=120 0.004045 9'-1 Pf 0.037 423 422 31'-8'A 31'-9'h 19.334 19.351 9'-1 Pe PV -0.020 ffib•••••Route 30••••• RN 2.7030 Q=25.98 1.45 C=120 0.002102 3'-10' Pf 0.047 64 84 27'-0% 23'-234 23.437 25.154 PO18'-8 18'- 22' Pe Pv 1.670 Gib ••••• Route 31..... RN 2.7030 Q=26.64 1.49 C=120 0.002202 3'-10' Pf 0.050 65 85 27'-0% 23'-234 23.531 25.250. PO 18'-8 18'- 22' Pe PV " 1.670 GO- ••••• Route 32••••• RN 2.7030 Q=27.82 1.56 C=120 0.002385 3'-10' Pf 0.054 66 86 27'-0'% 23'-234 • 23.631 25.354 PO 18' 8 18' 22' Pe PV 1.870 GO•••••Route 33••••• RN 2.7030 Q=29.47 1.65 C=120 0.002654 3'-10' Pf 0.080 67 87 27'-0'h 23'-234 23.737 25.467 PO18'-8 18'- 22' Pe Pv 1.670 ED•••••Route 34••••• RN 2.7030 0=31.45 1.76 C=120 0.002993 3'-10' Pf 0.067 68 88 27'-0% 23'-234 23.845 25.582 PO18'-8 18'- 22' Pe PV 1.670 ®••••• Route 36••••• RN 2.7030 Q=43.39 2.43 C=120 0.005429 3'-10' 18'- 22' Pf Pe Pv 0.122 1.870 70 27'-0% 24.313 90 23-234 26.104 PO18'-8 e•••••Route 36••••• RN 2.7030 Q=41.84 2.34 C=120 0.005075 3'-10' Pf 0.114 71 91 27'-0'% 23'-2'h 24.288 26.073 PO18'-8 18'- 22' Pe Pv 1.870 e•••••Route 37••••• RN 2.7030 0=40.53 2.27 C=120 0.004785 3'-10' Pf 0.108 72 92 27'-0'h 23'-21A 24.269 26.046 PO18'-8 18'- 22' Pe Pv 1.870 Go- ... Route 38••••• RN 2.7030 Q=39.49 2.21 C=120 0.004562 3'-10' Pf 0.103 73 93 27'-0'r4 23-234 24.254 26.026 PO18'-8 18'- 22' Pe Pv 1.670 CM 6.3570 0=266.54 2.69 C=120 0.002424 8' Pf 0.020 93 92 23-234 23'-2'h 26.026 26.046 8' Pe PV ®••••• Route 39••••• RN 2.7030 Q=38.71 2.16 C=120 0.004396 T -101A Pf 0.099 74 94 27'-0% 23'-2% 24.242 26.011 PO18'-8 18t-8 22 Pe Pv 1.670 CM 6.3570 0=227.05 2.30 C=120 0.001801 84 Pf 0.015 94 93 23'-2% 23'-2'% 26.011 26.026 8'4, Pe Pv Gib ••••• Route 40••••• RN 2.7030 0=38.15 2.13 C=120 0.004278 3'-10' Pf 0.096 75 95 27'-0'% 23'-2'h 24.234 26.000 PO18'-8 18!-8 22 Pe Pv 1.670 CM 6.3570 0=188.34 1.90 C=120 0.001275 84 84 Pf Pe Pv 0.011 95 23'-2% 26.000 94 " 23'-2'% 26.011 �•••••Route 41..... RN 2.7030 0=37.77 2.11 C=120 0.004201 3'-10' Pf 0.095 76 96 27'-0% 23'-234 24.229 25.993 PO18'-8 18' 22' Pe Pv 1.670 Igy v M.t.r.GAu, mc. MAuiOW-KINKV VKO Vo.i.32 01/02/2007 10:29:06AM Page 12 1111Hydraulic Analysis Job Number. 06-063 Report DescriDlion: Soec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Eq. Length Total Length Pressure Summary Downstream Elevation Discharge K -Factor Pt Pn Fittings Upstream CM 6.3570 0=150.19 1.52 C=120 0.000839 84 Pf 0.007 96 95 23'-2'/i 23'-2'h 25.993 26.000 8' Pe Pv Gib ••••• Route 42••••• RN 2.7030 0=37.55 2.10 C=120 0.004156 3'-10' Pf 0.094 77 97 2T -0'h 23'-2'b 24.226 25.989 PO t 8'-8 18'- 22' Pe Pv 1.670 CM 6.3570 0=112.42 1.14 C=120 0.000491 8'4 Pf 0.004 97 96 23'-254 23'-2'/2 25.989 25.993 8'4 Pe Pv Qb••••• Route 43••••• RN 2.7030 Q=37.45 2.09 C=120 0.004134 3'-10' 16'- 22' Pvf 0.093 1.670 78 27'-0'% 24.225. 98 23-254 25.987 P018'-8 CM 6.3570 Q=74.87 0.76 C=120 0.000231 8' Pf .0.002 98 97 23-254 23'-2'h 25.987 25.989 6' Pe Pv Gill ••••• Route 44••••• RN 2.7030 0=37.42 2.09, C=120 0.004128 3'-10'/ Pf 0.093. 79 99 27'-0% 23'-2'h 24.224 25.987 P018'-8 18'- 22' Pe Pv 1.670 CM 8.3570 0=37.42 0.38 C=120 0.000064 8' pf 0.001 99 98 23'-2'/2 23'-2'/2 25.987 25.987 8' pe Pv fib ••••• Route 45..... BL 2.7030 Q=23.92 1.34 C=120 0.001804 9'- Pf 0.017 418 417 31'-9'/2 31'-0 16.889 17.245 9'_ Pe pv 0.339 ® ..... Route 46 ..... BL 2.7030 Q=25.98 1.45 C=120 0.002102 122'4' Pf 0.285 44 64 27'-0'% 27'-0% 23.151 23.437 fE(6'-8) fE 6'-8 13'-4' 135'- Pe Pv 0.000 4i&••••• Route 47••••• BL 2.7030 Q=26.64 1.49 C=120 0.002202. 122'-4' Pf 0.299 45 65 27'-0'h 27'-0'/2 23.231 23.531 fE(6'-8) fE 6'-8 13'-4' 135'- Pe Pv 0.000 G••••• Route 48••••• BL 2.7030 . Q=27.82 1.56 C=120 0.002385 122'-4' Pf 0.324 46 66 27'-054 27'-054 23.306 23.631 fE(6'-8) fE 6'-8 13'4' 135'- Pe Pv 0.000 ®••••• Route 49••••• BL 2.7030 Q=29.47 1.65 C=120 0.002654 122'-4' Pf 0.360 47 67 27'-0% 27'-0% 23.377 23.737 fE(6'-8) fE 6'-8 134' 135- Pe pv 0.000 61�••••• Route 60••••• RN 2.7030 0=31.45 1.76 C=120 0.002993 3'-10' Pf 0.067 28 48 23'-2% 27'-0'/2 25.040 23.438 PO(18'-8) 18'- 22 Pe Pv -1.670 BL 2.7030 0=31.45 1.76 C=120 0.002993 122'-4' Pf 0.406 48 68 27'-0'% 27'-0'% 23.438 23.845 fE(6'-8) fE 6'-8 13'-4' 136- Pe Pv 0.000 a .... • Route 61 ..... CM 6.3570 0=392.29 3.97 C=120 0.004954 7'- Pf 0.038 29 30 23'-2'h 23'-2'/, 25.084 25.122 7 _ Pe Pv RN 2.7030 0=43.39 2.43 C=120 0.005429 3'-10' 18' 22 Pf 0.122 Pe -1.670 Pv 30 23-21A 25.122 PO(18'-8) 50 27'-054 23.575 BL 2.7030 0=43.39 2.43 C=120 0.005429 122'-4' Pf 0.737 50 70 27'-0'h 27'-054 23.575 24.313 fE(6'-8) fE 8' 8 13' 4' 135'- Pe Pv 0.000 ®••••• Route 62••••• CM 6.3570 0=348.90 3.53 C=120 0.003989 8' Pf 0.032 30 31 23-254 23'-2'h 25.122 25.154 g' Pe Pv RN 2.7030 Q=41.84 2.34 C=120 0.005075 3'-10' Pf 0.114 31 51 23'-2'/2 27'-0'/,23.599 25.154 PO(18'-8) 18'- 22' Pe Pv -1.670 BL 2.7030 0=41.84 2.34 C=120 0.005075 122'-411 Pf 0.689 51 71 27'-0'h 27'-0'/2 23.599 24.288 fE(6'-8) fE 6'-8 13'-4' 135'- Pe Pv 0.000 ®••••• Route 63••••• & © M.E.P.CAD, Inc. r lAutoSPRINK® VR5 v5.1.32 01/02/2007 10:29:06AM Page 13 U& w M.t.r'.T,AU, Inc. VIMAUTObt-KINKV VKO VO.1.3Z . 01/02/2007 10:29:06AM Page 14 Hydraulic Analysis Job Number: 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn FRUngs Eq. Length Total Lenh Summary CM 6.3570 Q=307.06 3.10 C=120 0.003149 8'4 8'4 Pf 0.026 Pe Pv 31 23'-294 25.154 32 23'-2'h 25.181 RN 2.7030 Q=40.53. 2.27 C=120 0.004785 3'-10' Pf 0.108 32 52 23'-254 27'-0'% 25.181 23.619 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=40.53 2.27 C=120 0.004785 122'-4' IT -411 135'-0 Pf 0.650 Pe 0.000 Pv 52 27'-0% 23.619 fE(6'-8) 72 .27'-O% 24.269 fE 6'-8 ®••••• Route 64..... CM 6.3570 Q=266.54 2.69 C=120 0.0024248' Pf 0.020 32 33 23'-2'% 23'-2'/z 25.181 25.201 8' Pe Pv RN 2.7030 Q=39.49 2.21 C=120 0.004562 3'-10' Pf 0.103 33 53 23'-2% 27'-0'/2 25.201 23.634 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 Q=39.49 2.21 C=120 0.004562 122'x' Pf 0.619 53 73 27'-054 27'-0'% 23.634 24.254 fE(6'-8) fE 6'-8 13'x' 135'- Pe 0.000 PV fib ••••• Route 65..... CM 6.3570 Q=227.05 2.30 C=120 0.001801 84 8'4 Pf 0.015 Pe Pv 33 23-254 25.201 34 23'-2% 25.216 RN 2.7030 0=38.71 2.16 C=120 0.004396 T -101A Pf 0.099 34 54 23'-2'h 27'-0% 25.216 23.645 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 0=38.71 2.16 C=120 0.004396 122'-4' Pf 0.597 54 74 27'-0'% 27'-0'% 23.645 24.242 fE(6'-8) fE 6'-8 13'-4' 1364 Pe 0.000 Pv ®••••• Route 66••••• CM 6.3570 Q=188.34 1.90 C=120 0.001275 84 8'4 Pf 0.011 Pe Pv 34 23'-2'h 25.216 35 23'-2% 25.227 RN 2.7030 0=38.15 2.13 C=120 0.004278 3'-10' Pf 0.096 35 55 23'-2'h 27'-0% 25.227 23.653 PO(18'-8) 18' 22-6,PV Pe -1.670 BL 2.7030 0=38.15 2.13 C=120 0.004278 122'-4' Pf 0.581 55 75 27'-094 27'-0'% 23.653 24.234 fE(6'-8) fE 6'-8 13'-4' 135'- Pe 0.000 fib - CM 6.3570 0=150.19 1.52 C=120 0.000839 8' Pf 0.007 35 36 23'-2'A 23'-2'A 25.227 25.234 8' Pe PV RN 2.7030 0=37.77 2.11 C=120 0.004201 3'-10' Pf 0.095 36 56 23'-2% 27'-0'h 25.234 23.658 PO(18'-8) 18'- 22 Pe -1.670 Pv BL 2.7030 0=37.77 2.11 C=120 0.004201 122'-4' Pf 0.570 56 76 27'-OIA 27'-054 23.658 24.229 fE(6'-8) fE 6'-8 13'-4'A 136- Pe 0.000 Pv ®••••• Route 68••••• CM 6.3570 0=112.42 1,14 C=120 0.000491 814 Pf 0.004 36 37 23'-2'A 23'-2'h 25.234 25.238 8 Pe Pv RN 2.7030 Q=37.55 2.10 C=120 0.004156 31-10% Pf 0.094 37 57 23'-2'h 27'-0'% 25.238 23.661 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 0=37.55 2.10 C=120 0.004156 122' 4' Pf 0.564 57 77 27'-0'% 27'-0'% 23.661 24.226 fE(6'-8) fE 6'-8 13'-4' 135- Pe 0.000 Pv Gib ••••• Route 69••••• CM 6.3570 0=74.87 0.76 C=120' 0.000231 8'4 Pf 0.002 37 38 23'-294 23'-294 25.238 25.240 8'4 Pe Pv RN 2.7030 0=37.45 2.09 C=120 0.004134 3'-10' Pf 0.093 38 58 23'-2'h 27'-0'h 25.240 23.663 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 Q=37.45 2.09 C=120 0.004134 122'-4' Pf 0.561 58 78 27'-0'h 27'-0'/a 23.663 24.225 fE(6'-8) fE 6'-8 13'_4'A 13T-9 Pe 0.000 Pv ®••••• Route 60••••• CM 6.3570 0=37.42 0.38 C=120 0.000064 8'Pf .8 0.001 Pe Pv 38 23'-2'% 25.240 39 23'-2'/2 25.240 U& w M.t.r'.T,AU, Inc. VIMAUTObt-KINKV VKO VO.1.3Z . 01/02/2007 10:29:06AM Page 14 Hydraulic Analy�,fs Job Number. 06-063 Report Description: Spec. Warehouse Pipe Type Diameter Flow Velocity KWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Lenoth Summary RN 2.7030 0=37.42 2.09 C=120 0.004128 V-10' Pf 0.093 39 59 23-214 27'-0'b 25.240 23.663 PO(18'-8) 18'. 22' Pe -1.670 Pv BL 2.7030 0=37.42 2.09 C=120 0.004128 122'4' 13'x' 135'- Pf 0.560 Pe 0.000 Pv 59 27'-0% 23.663 fE(6'-8) 79 27'-0% 24.224 fE 6'-8 �•••••Route 61..... RN 2.7030 0=25.98 1.45 C=120. .0.002102 3'-10' 18'- 22' Pf 0.047 Pe -1.670 Pv 24 23'-2'/, 24.774 PO(18'-8) 44 27'-0% 23.151 eb•••••Route 62••••• RN 2.7030 Q=26.64 1.49 C=120 0.002202 3'-10' Pf 0.050 25 45 23-214 27'-0% 24.851 23.231 PO(18'-8) 18' 22' Pf -1.670 Pv ®••••• Route 63.... RN 2.7030 Q=27.82 1.56 C=120 0.002385 3'-10' Pf 0.054 26 46 23'-2'/2 27'-0'% 24.922 23.306 PO(18'-8) 18'- 22' Pe -1.670 Pv . 41&•••••Route 64••••• RN 2.7030 Q=29.47 1.65 C=120 0.002654 3'-10'/ Pf 0.060 27 . 47 23'-2'h 27'-0% 24.987 , 23.377 PO(18'-8) 18'- 22' Pe -1.670 Pv Equivalent Pipe Lengths of VaWeci and fittings (C=120 only) Actual inside Diameter Schedule 40 Steel Pipe Inside Diameter k 4.87 ) =Factor 1C Value Multiplier ` Value Of C 100 130 140 Multiplying Factor 0.713 1.16 1.33 150 1.51 & © M.E.P.CAD, Inc. MAutoSPRINK4p VR5 v5.1.32 01/02/2007 10:29:06AM Page 15 p� Hydraulid Analysis Job Number. 06-063 Z© M.E.P.CAD, Inc. PINAutoSPRINKO VR5 v5.1.32 r 01/02/2007 1n•29•nAAM 0— Ta mepon uescnpaon: spec. vvarenouse Pipe Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Summary Upstream Total Lencith Pipe Type Legend Units Legend. Fittings Legend AO Arm -Over Diameter Inch ALV Alarm Valve BL Branch Line Elevation Foot AngV Angle Valve CM Cross Main Flow gpm b Bushing DN " Drain Discharge gpm BaIV Ball Valve DR Drop Velocity fps BFP Backflow Preventer DY Dynamic Pressure psi BV Butterfly Valve FM Feed Main Length Foot C Cross Flow Tum 90° FR Feed Riser Friction Loss psifFoot cplg Coupling MS Miscellaneous HWC Hazen -Williams Constant Cr Cross Run OR Outrigger Pt Total pressure at a point in a pipe CV Check Valve RN Riser Nipple pp On Normal pressure at a point in a pipe DeIV Deluge Valve SP Sprig Pf Pressure loss due to friction between points DPV Dry Pipe Valve ST UG Stand Pipe Underground Pe Pressure due to elevation difference between indicated points E 90° Elbow Pv Velocity pressure at a point in a pipe EE 45° Elbow Eel 11'/.° Elbow Ee2 2294° Elbow f Flow Device FDC Fire Department Connection fE 90° FireLock(TM) Elbow fEE 45° FireLock(TM) Elbow fig Flange. FN Floating Node IT FireLock(TM) Tee g Gauge GloV Globe Valve GV Gate Valve Hose Hose HV Hose Valve Hyd Hydrant LtE Long Tum Elbow mecT Mechanical Tee Noz Nozzle P1 Pump In P2 Pump Out PIV Post Indicating Valve PO Pipe Outlet PrV Pressure Relief Valve PRV Pressure Reducing Valve red Reducer/Adapter S Supply sCV Swing Check Valve Spr Sprinkler St Strainer T Tee Flow Tum 90° Tr Tee Run U Union WfrF Wirsbo WMV Water Meter Valve Z Cap Z© M.E.P.CAD, Inc. PINAutoSPRINKO VR5 v5.1.32 r 01/02/2007 1n•29•nAAM 0— Ta lllbydraulic GrapWl 'Job Number. 06-063 Renmrt Dear6ntinn• Rn .r Wnmhni Hca Supply at Node 1 ,00 90 so tatic Pressure 76.000 70 60 d1147.65p,50.009 = so - -- 1647.65719 o� with streams a 40' 30 System demand curve 20 10 0 0200 400 600 800 1000 1200 14W 1600 16W 2000 Water Row, gpm Supply at Node 1 Swk P- 76.000 Re P— TW Catlu By Tal NAb-od Br 1719.00 @ 50.000 CALIFORNIA WATER SERVICE CO JEFF Y., JEFF F. Anbbb P—Tbm W TM Mb o/Te TkI. of Tod 51.961 @ 1647.65 10/23/06 9am 6yd— om,mna Nymvw H-6- 1147.65 (4150.009 # 3347 & 3349 SYft. D—M mCWN Non Aft—) . 1647.65 @ 50.009 & © M.E.P.CAD, Inc. W AutoSPRINK® VRS v5.1.32 01/02/2007 10:29:12AM Page 17 Flow Diagram (Tipp View) Job Number. 06-063 & © M.E.P.CAD, Inc. f-:IAutoSPRINK® VR5 V5.1.32 01/02/2007 10:29:19AM Page 18 le Job Number. 06-063 A� © M.E.P.CAD, Inc. AutoSPRINK® VR5 v5.1.32 01/02/2007 10:29:26AM Page 19 111 Hydraulic Overview :1 Job Number. 06-063 Renort Oescrintinn• Ordimm rmini II Job l Job Murtm 06-063 RUSS HOEKSTRA SMUCKERS QUALITY BEVERAGES, INC. 916.772-0489 916-772-0243 Add— t WAREHOUSE & COLD STORAGE BUILDING sem CntlovdM yu— Nur*. C-16 475626 AM— 37 SPEEDWAY AVE. ANJ CITY OF CHICO FIRE DISTRICT Cky ad. zbcoae bb se. CHICO CA AREA #3 System r Oorey Arte a Applatbn 0.200gpm/ft' 1500.00ft' (Actual 1200.00ft2) Mod oaeuAft 8,hdit oft. Nor ft - 5.6 K -Factor 20.00 at 12.755 500.00 Corenpe Por Sp&d*w Nu6mOl eWhuohre odanmd 100.00fN 12 ermm ft— 0—" Sy. F— D.." 60.164 248.57 Tmi 0—M 748.57 @ 60.164 Prem.. R." +10.251 (14.6%) Supplies " Check Point Gauges Node Flow(qpm) Hose Flow(nom) Static(psi) Residual(psi) Identifier Pressure(os0 K-Factor(K) Flow(aom) 1 1719.00 500.00 76.000 50.000 DO PRO rp0 F \ A ^y 47562f: 6 OF GA190� 0,- VoEWS-Mk FP -2 SMUCKERS PIPING ALT UG OUR WAY Supply at Node 1 (1719.00, 500.00, 76.000, 50.000) 100 90 so tatic Pressure 76.000 LI 70 Ll I 60 748.57 with hose streams 48.57 (� 60.164 d 1719.00 @ 50.000 40 em demand curve 20 10 — 0 11111111111111111 ILUULLL — — 800 1200 1600 2000 00 1000 1400 1800 Water flow, gpm U, v M.E.P.CAD, Inc. ffj AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:15AM Page 1 Hydraulic Summiary Job Number: 06-063 PAnnrf DacrAn}inn- (Irefinam (:mlln II Job Am Wnb 06-063 RUSS HOEKSTRA Am Nme SMUCKERS QUALITY BEVERAGES, INC. Ebb C tlhtllwiNww Nupn . C-16 475626 Add— I WAREHOUSE & COLD STORAGE BUILDING ANI ' CITY OF CHICO FIRE DISTRICT Aad,re2 37 SPEEDWAY AVE. Ameb AREA #3 Car abb 2m Ca 0—kv Name CHICO CA FP -2 SMUCKERS PIPING ALT UG OUR WAY System t Remote Area(s) MON D -..*V SoHo. Gtb 0-4-7 5.6 K -Factor 20.00 at 12.755 Ordinary Group II Hre Ah,wnpe M S.— 0—ty Abe wAppduWn 500.00 0.200gpm/ft2 1500.00ft2 (Actual 1200.00ft2) Aaamaml Har 8 ppdr Nlab, p 6pMu lb CMamd capdMdN ape Por Node Flow(aom) 12 100.00ft2 AM P -k R—AL P— F. Remob A—(.) AQTO Mrl Re Ana Right 59.730 TwM Har 6b 500.00 byd— Fbw ON,NN Tabl VAEN Red,dttl amA�ro 11or Abnnu) 248.57 748.57 ' Mahn. P— U bb,ca b loop• 0.000 Mal— Vab&y Above GMLNW 20.92 between nodes 1000 and 289 M.k— V b* UMw Q.. d 1.59 between nodes 3 and 4 Ve—Waa yw~plpr `A+me Ckw* Of Gry Pt" 4087.56gal 12.57gal I Supplies a+ Hose Flow Static Residual Flow Available ® Total Demand Required Safety Margin Node m sl sl m sl m s (psi) 1 500.00 76.000 50.000 1719.00 70.415 748.57 60.164 10.251 Contractor Cor4pwb N— 21 Cadtl N— RUSS HOEKSTRA COMtl TMe DESIGN MANAGER Cmmpaw N— DOLPHIN FIRE PROTECTION Ph— (916) 772-0489 E.biblwl Aft— I 911 WASHINGTON BLVD. STE. #208 FAX (916)n2-0243 AM -2 F -W dfp®dolphinfire.comm Cry ab 2b Cade VA1bSb ROSEVILLE CA 95748 www.dolphinfire.com & © M.E.P.CAD, Inc. ® AutoSPRiNK® VR5 v5.1.32 01/02/2007 10:27:23AM Page 2 1111 Summary Of Outflowing Devices Job Number: 06-063 Report Description: Ordinary Group II Device Actual Flow m Minimum Flow m K -Factor K(psi) Pressure Density m fl2 Sprinkler 3012 21.99 20.00 5.6 15.418 0.220gpm/ft' Sprinkler 3008 21.23 20.00 5.6 14.367 0.212gpm/ft2 Sprinkler 3004 21.00 20.00 5.6 14.056 0.210gpm/ft2 Sprinkler 3003 20.09 20.00 5.6 12.864 0.201gpmHN Sprinkler 3007 20.31 20.00 5.6 13.156 0.203gpm/ft2 Sprinkler 3011 21.07 20.00 5.6 14.159 0.211gpm/ft2 C> Sprinkler 3002 20.00 20.00 5.6 12.755 0.200gpnVfV Sprinkler 3006 20.22 20.00 5.6 13.038 0.202gpm/ft' Sprinkler 3010 20.95 20.00 5.6 13.999 0.210gpm/ft2 Sprinkler 3001 20.19 20.00. 5.6 13.003 0.202gpnJft2 Sprinkler 3005 20.41 20.00 5.6 13.281 0.200pm/fN Sprinkler 3009 21.12 20.00 5.6 14.217 0.211gpm/ft2 Most Demanding Sprinkler Data & © M.E.P.CAD, Inc. 01 AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:28AM Page 3 Node Analysis Job Number. 06-063 Report Description: Ordinary Grouo II Node Elevation Foot Fillings PressuresI Dische e m 4 4-0 E 32'-8'h 56.788 5 0'-6 55.241 6 23'-2'h fE 16'-0 45.352 62 27'-0'b fE 8'-8 43.557 63 27'-0'h fE 6'-8 43.569 64 27'-034 fE 6'-8 43.581 65 27'-0% fE 6'-8 43.592 66 27'-0% fE 6'-6 43.602 67 27'-0% fE 6'-8 43.611 68 27'-0'% fE 6'-8 43.620 69 27'-0'% fE 6'-8 43.628 70 27'-0'% fE 6'-8 43.658 71 27'-0'% fE 6'-8 43.658 72 27'-0% fE 6'-8 43.657 73 27'-0'% fE 6'-8 43.656 74 27'-0% fE 6'-8 43.656 75 27'-0'h fE 6'-8 43.655 76 27'-0% fE 6'-8 43.655 77 27'-0% fE 6'-6 43.655 78 27'-0'% fE 6'-8 43.655 79 27'-0'% fE 6'-8 43.655 1000 23'-234 45.181 80 23'-234 PO18'-8 45.183 81 23'-2% PO18'-8 45.202 82 23'-234 PO18'-8 45.218 83 23'-2'% PO18'-8 45.232 84 23'-234 PO18'-8 45.245 85 23'-2% PO18'-8 45.257 86 23'-2'% PO18'-8 45.269 87 23'-2'% PO18'-8 45.279 88 23'-2'h PO18'-8 45.289 89 23'-2'% PO18'-8 45.298 7 23'-234 2rT 31'-5 45.340 90 23'-2% PO18'-8 45.333 91 23'-234 PO18'-8 45.332 92 23'-2'% PO18'-8 45.331 93 23'-2% PO18'-8 45.330 94 23'-2'% PO18'-8 45.329 95 23'-234 PO18'-8 45.329 96 23'-2% PO18'-8 45.329 97 23'-234 PO18'-8 45.328 98 23'-234 PO18'-8 45.328 99 23'-234 PO18'-8 45.328 1021 14'-11 E(5'-7%) 21.419 1031 14'-11 E(5!-7%) 20.992 1011 14'-11 E(5!-7%) 22.814 1030 13'-3 PO11'-334 23.694 1020 13'-3 PO11'-334 24.169 1010 13'-3 PO11'-3Y2 25.712 289 13'-234 PO11'-3Y: 29.431 3 -3'-0 E(27'-2) 57.276 2 -3'-0 E 32'-834 62.295 20 23'-234 PO18'-8 45.285 21 23'-2'h PO18'-8 45.285 22 23'-234 PO18'-8 45.285 23 23'-2% PO18'-8 45.286 24 23-234 PO18'-8 45.287 25 23'-2% PO18'-8 45.288 26 23'-234 PO18'-8 45.289 27 23'-2% PO18'-8 45.290 28 23'-2'/2 PO18'-8 45.292 29 23'-234 PO18'-8 45.293 30 23'-21A PO18'-8 45.295 31 23'-234 PO18'-8 45.296 32 23-234 PO18'-8 45.297 33 23-234 PO18'-8 45.298 34 23'-234 PO18'-8 45.298 35 23'-234 PO18'-8 45.299 36 23'-2'A PO18'-8 45.299 37 23'-2% PO18'-8 45.299 38 23'-2'h PO18'-8 45.299 39 23'-2'h PO18'-8 45.299 42 27'-0'% fE 6'-8 43.607 43 27'-0% fE 6'-8 43.609 44 27'-0 '/2 fE 6'-8 43.612 45 27'_0% fE 6'-8 43.614 46 27'-0'% fE 6'-8 43.617 & © M.E.P.CAD, Inc. ij AutoSPRINK® VR5 V5.1.32 01/02/2007 10:27:32AM Page 4 Job Number. 06-063 Report Description: Ordinary Group II Node Elevation Foot Fittings Pressuresl Dische e m 47 27'-0'% fE 6'-8 43.619 48 27'-0'% fE 6'-8 43.622 49 27'-0'% fE 8'-8 43.624 50 27'-0% fE 6'-8 43.630 51 27'-0% fE 6'-8 43.631 52 27'-0'h fE 6'-8 43.632 53 27'-0% fE 6'-8 43.632 54 27'-0'fi fE 6'-8 43.633 55 27'-056 fE 6'-8 43.633 56 27'-0% fE 6'-8 43.633 57 27'-0% fE 6'-8 43.633 58 27'-0% fE 6'-8 43.633 59 27'-0'% fE 6'-8 43.633 3012 17'-5% S r -15.418 15.418 21.99 3008 17'-7 S r -14.367 14.367 21.23 3004 17'-7 S r -14.056 14.056 21.00 3003 18'-354 S r -12.864 12.864 20.09 3007 18'-3% S -13.158 13.156 20.31 3011 18'-2 S r -14.159 14.159 21.07 3002 17'-7 S r -12.755 12.755 20.00 3006 17'-7 S -13.038 13.038 20.22 3010 17'-S% S r -13.999 13.999 20.95 3001 16'-9 S r -13.003 13.003 20.19 300518'-9 S r -13.281 13.281 20.41 3009 16'-8 S r-14.217 14.217 21.12 1 2'-0 S 60.164 248.57 I&@ M.E.P.CAD, Inc. el AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:32AM Page 5 8��� Hydraulic Analysis Joe Number. 06-063 Report Description: Ordinary Group II Pipe lype Diameter Flow Velocity HWC Friction LossLength Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Len Summary GO•••••Route I ••••• BL 1.7280 Q=40.19 5.50 C=120 0.041639 10'-0% Pf 0.418 3002 3003 1T-7 18'-3'h q=20.00 K=5.6 12.755 12.864 Spr(-12.755) 10'-0' Pe Pv -0.308 BL 1.7280 0=60.28 8.25 C=120 0.088129 1 W -01A 101-014 Pf Pe Pv 0.884 0.308 3003 18'-3'h q=20.09 K=5.6 12.864 Spr(-12.864) 3004 17'-7 14.056 BL 1.7280 Q=81.27 11.12 C=120 0.153188 32'-1 Pf 5.779 3004 1031 1T-7 14'-11 q=21.00 K=5.6 14.056 20.992 Spr(-14.056) E(5'-7%) 5'-7' 37'-8' Pe Pv 1.157 RN 1.7280 0=81.27 11.12 C=120 0.153188 1'- Pf 1.984 1031 1030 14'-11 13'-3 20.992 23.694 PO11'-3'h 11'-3' 12'-11' Pe Pv 0.718 FM 2.2030 0=81.27 6.84 C=120 0.046944 1 W4 Pf 0.469 1030 1020 13'-3 13'-3 23.694 24.169 101- Pe Pv 0.005 FM 2.2030 0=163.44 13.76 C=120 0.170958 9'- Pf 1.539 1020 1010 13'-3 13'-3 24.169 25.712, 9'_ Pe Pv 0.005 FM 2.2030 0=248.57 20.92 C=120 0.371324 10' 10'- Pf Pe Pv 3.713 0.005 1010 13'-3 25.712 289 13'-2'h 29.431 FM 2.2030 0=248.57 20.92 C=120 0.371324 30'-Pf 23'-10' 54'-0 Pe Pv 20.070 -4.319 289 13'-2'h 29.431 1000 23'-2% 45.181 5fE 4'-9'h CM 6.3570 0=248.57 2.51 C=120 0.002130 0'4 Pf 0.001 1000 80 23'-254 23'-2% 45.181 45.183 0'_ Pe Pv CM 6.3570 Q=235.74 2.38 C=120 0.001931 10'- Pf 0.019 80 81 23-255 23'-21A 45.183 45.202 101_ Pe Pv CM 6.3570 0=224.26 2.27 C=120 0.001761 9' Pf 0.016 81 82 23'-254 23'-2% 45.202 45.218 9' Pe Pv CM 6.3570 0=214.06 2.16 C=120 0.001615 8'- Pf 0.014 82 83 23'-254 23'-254 45.218 45.232 8, Pe Pv CM 6.3570 Q=205.02 2.07 C=120 0.001492 8'-Pf 0.013 83 84 23'-2% 23'-254 45.232 45.245 g'_ Pe Pv CM 6.3570 Q=197.15 1.99 C=120 0.001387 8'-Pf 0.012 84 85 23'-2% 23'-254 45.245 45.257 B. -I Pe Pv CM 6.3570 0=190.48 1.93 C=120 0.001302 8'-Pf 0.011 85 86 23'-2'r5 23-254 45.257 45.269 (1, -1 Pe Pv CM 6.3570 Q=185.10 1.87 C=120 0.001235 8'- Pf 0.011 86 87 23'-255 23'-2% 45.269 45.279 g'_ Pe Pv CM 6.3570 Q=181.19 1.83 C=120 0.001187 8'- Pf 0.010 87 88 23-254 23'-2% 45.279 45.289 8. -2 Pe P„ CM 6.3570 0=179.20 1.81 C=120 0.001163 7'- Pf 0.009 88 89 23'-2% 23'-254 45.289 45.298 7. -8 Pe Pv CM 6.3570 Q=181.44 1.83 C=120 0.001190 3' Pf 0.042 89 7 23'-2% 23'-254 45.298 45.340 fT 31'-5 31'- 34'-11 Pe Pv FM 8.3290 0=248.57 1.46 C=120 0.000571 5' Pf 0.012 7 6 23'-2'h 23'-2% 45.340 45.352 fE 16'-0 W-0 21'4 Pe Pv, FR 8.3290 Q=248.57 1.46 C=120 0.000571 21'-1 0.053 6 5 23'-2'% 0'-0 45.352 55.241 CV 55'-5 BV 14'-9'/z 70'- 92'- Pvf 9.837 UG 8.5100 Q=248.57 1.40 C=140 0.00038710'- Pf 0.029 5 4 0'-0 -3'-0 55.241 56.788 2E(32'-8%) 65'-5' 75'-5' Pe Pv 1.517 UG 7.9800 Q=248.57 1.59 C=150 0.000466 920'A Pf 0.488 4 3 -3'-0 -3'-0 56.788 57.276 5EE 13'-7 PIV 6'-0''A 2E 27'-2 128'-3' 1048'-71 Pe Pv UG 8.5100 0=248.57 1.40 C=140 0.000387 10'- Pf 5.019 3 2 -3'-0 -3'-0 57.276 62.295 3E(32'-8%),BFP -4.977 98'- 108'- Pe Pv L&, V M.E.P.CAD, Inc. Vi' AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:38AM Page 6 �jjjjHydraufic Analysis 1 71 Job Number. 06-063 Report Descriotion: Ordinary Grouo II Pipe Type Diameter Flow Velocity HWC Friction Loss Length Eq. Length Total Length Pressure Summary Downstream Elevation Discharge K -Factor Pt Pn Fittings Upstream UG 7.9800 Q=248.57 1.59 C=150 0.000466 45'-C Pf 0.036 2 1 4-0 2'-0 62.295 60.164 GV 6'-O% E(27'-2), S 33'-2' 78'-2N Pe -2.168 Pv 0•••••Routs 2••••• BL 1.7280 Q=20.19 2.76 ' C=120 0.011653 9'-10' Pf 0.115 3001 3002 16'-9 17'-7 q=20.19 K=5.8 13.003 12.755 Spr(-13.003)A 8'-10' -0.363 Pv fib ••••• Route 3••••• BL 1.7280 0=40.63 5.56 C=120 0.042478 101-0% Pf 0.427 3006 3007 17'-7 18'-3% q=20.22 K=5.6 13.038 13.156 Spr(-13.038) 101 -OM Pe -0.309 Pv BL 1.7280 Q=60.94 8.34 C=120 0.089928 1 0'-O'A Pf 0.903 3007 3008 18'-3'% 17'-7 q=20.31 K=5.6 13.156 14.367 Spr(-13.156) 10'-0' Pe 0.308 Pv BL 1.7280 0=82.17 11.24 C=120 0.156317 32'-1 Pf 5.895 3008 1021 17'-7 14'-11 q=21.23 K=5.6 14.367 21.419 Spr(-14.367) E 5'-7'h 5'-T 37'-8' Pe 1.157 Pv RN 1.7280 0=82.17 11.24 C=120 0.156317 1' 11'-3' 12'-11' Pf 2.026 Pe 0.723 Pv 1021 14'-11 21.419 1020 13'-3 24.169 PO11'-3% G&•••••Route 4••••• BL 1.7280 0=20.41 2.79 C=120 0.011884 10'-0' Pf 0.119 3005 3006 16'-9 17'-7 q=20.41 K=5.6 13.281 13.038 Spr(-13.281)Pe 10'-0' -0.362 Pv " ®••••• Route 6••••• BL 1.7280 0=42.07 5.76 C=120 0.045302 1 W -01A Pf 0.455 3010 3011 17'-5% 18'-2 q=20.95 K=5.6 13.999 14.159 SPK -13.999) W -Om Pe -0.294 Pv BL 1.7280 0=63.14 8.64 C=120 0.096024 10'-OIA 101-OIA Pf 0.964 Pe 0.294 Pv 3011 18'-2 q=21.07 K=5.6 14.159 Spr(-14.159) 3012 17'-5'h 15.418 BL 1.7280 0=85.13 11.65 C=120 0.166901 32'-0' Pf 6.291 3012 1011 17'-5'h 14'-11 q=21.99 K=5.6 15.418 22.814 Spr(-15.418) E(5'-7%) 5'-7' 37'-8' Pe 1.104 Pv RN 1.7280 Q=85.13 11.65 C=120 0.1669011'-8' Pf 2.167 1011 1010 14'-11 13'-3 22.814 25.712 PO11'-3'/z 11'-3Y Pe 0.731 13'- Pv e•••••Routs 6••••• BL 1.7280 0=21.12 2.89 C=120 0.012657 10'- Pf 0.127 3009 3010 16'-8 17'-5'% q=21.12 K=5.6 14.217 13.999 Spr(-14.217) 10' Pe -0.345 Pv ®••••• Route 7••••• CM 6.3570 0=12.83 0.13 C=120 0.000009 101- W -C Pf 0.000 Pe Pv 20 23'-2'% 45.285 21 23'-2'h 45.285 CM 6.3570 0=24.31 0.25 C=120 0.000029 94 Pf 0.000 21 22 23'-2'% 23'-2'% 45.285 45.285 9' Pe Pv CM 6.3570 0=34.51 0.35 C=120 0.000055 8'- Pf 0.000 22 23 23'-2'h 23'-2'h 45.285 45.286 8._ Pe Pv CM 6.3570 0=43.55 0.44 C=120 0.000085 8'- Pf 0.001 23 24 23'-21A 23'-2'% 45.286 45.287 8' Pe Pv CM 6.3570 0=51.42 0.52 C=120 0.000115 8' g_ Pf 0.001 Pe Pv 24 23'-2'h 45.287 25 23'-2'h 45.288 CM 6.3570 0=58.09 0.59 C=120 0.000145 8'-Pf 0.001 25 26 23'-2% 23'-2'h 45.288 45.289 8--1 Pe Pv CM 6.3570 Q=63.47 0.64 C=120 0.000170 8'- Pf 0.001 26 27 23'-2'% 23'-2'% 45.289 45.290. gt Pe Pv CM 6.3570 Q=67.38 0.68 C=120 0.000190 8'-Pf 0.002 27 28 23'-2'% 23'-2'A 45.290 45.292 8,-1 Pe Pv CM 6.3570 0=69.37 0.70 C=120 0.000201 7'- Pf 0.002 28 29 23'-2'h 23'-2'% 45.292 45.293 T_ Pe Pv RN 2.7030 0=2.24 0.13 C=120 0.000023 T-1014 Pf 0.001 29 49' 23'-2% 27'-0% 45.293 43.624 PO(18'-8) 18'- 22' Pe -1.670 Pv W M.E.P.CAD, Inc. W AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:38AM. Page 7 Hydraulic Analysis Job Number. 06.063 Report Description: Ordinary Group II Pie lype Diameter Flow Velocity HWC Friction Loss Length Eq. Length Total Lenqth Pressure Summary Downstream Elevation Discharge K -Factor Pt Pn Fittings Upstream BL 2.7030 Q=2.24 0.13 C=120 0.000023 122'-4'/ Pf 0.003 49 69 27'-0'% 27'-0'% 43.624 43.628 fE(6'-8) fE 6'-8 13'-4'/ 1W-9 Pe Pv 0.000 RN 2.7030 Q=2.24 0.13 C=120 0.000023 3'-10' 18'- 22' Pf Pe PV 0.001 1.670 69 27'-0% 43.628 89 23'-234 45.298 P018'-8 ®••••• Route 8••••• RN 2.7030 0=12.83 0.72 C=120 0.000570 1129'-714 Pf 0.103 80 20 23'-2% 23'-2% 45.183 45.285 PO(18'-8) 2fE 6'-e PO 18'-8 50'- 180'-3' Pe Pv -0.000 ®••••• Route 9••••• RN 2.7030 0=11.48 0.64 C=120 0.000464 129'-7% Pf 0.084 81 21 23'-234 23'-2'h 45.202 45.285 PO(18'-8) 2fE 6'-8 PO 18'-8 50' 180'-3' Pe Pv -0.000 go••••• Route 10••••• CM 6.3570 0=52.55 0:53 C=120 0.000120 8' Pf 0.001 92 91 23'-2% 23'-2'h 45.331 45.332 8' Pe Pv CM 6.3570 Q=59.71 0.60 C=120 0.000152 8' Pf 0.001 91 90 23-234 23-254 45.332 45.333 81_ Pe PV CM 6.3570 0=67.13 0.68 C=120 0.000189 W-2 Pf ,0.007 90 7 23'-2'b 23'-2'h 45.333 45.340 fT 31'-5 31 '-5 3T-7 Pe Pv, ® ..... Route 11 ..... RN 2.7030 0=10.20 0.57 C=120 0.000373 3'-10'/ Pf 0.008 42 22 27'-0'% 23'-2% 43.607 45.285 P018'-8 18' 22' Pe Pv 1.670 ®••••• Route 12••••• RN 2.7030 0=9.04 0.51 C=120 0.000298 3'-10' Pf 0.007 43 23 2T-0'/: 23'-2% 43.609 45.286 P018'-8 18'- 22' Pe Pv 1.670 fib ••••• Route 13••••• RN 2.7030 0=7.87 0.44 C=120 0.000231 3'-10' 18'- 22' Pf Pe PV 0.005 1.670 44 2T -0'/z 43.812 24 23'-2% 45.287 P018'-8 ®••••• Route 14••••• RN 2.7030 Q=6.67 0.37 C=120 0.000170 3'-10' Pf 0.004 45 25 27'-054 23'-2% 43.614 45.288 P018'-8 18' 22' Pe PV 1.670 fib ••••• Route 16••••• RN 2.7030 Q=5.38 0.30 C=120 0.000114 3'-10' Pf 0.003 46 26 27'-0'% 23'-254 43.617 45.289 P018'-8 18'- 22' Pe PV 1.670 e••••• Route 16••••• RN 2.7030 Q=3.91 0.22 C=120 0.000063 3'-10' Pf 0.001 47 27 27'-0% 23'-25545.290 43.619 PO 18' 8 18' 2y Pe PV 1.670 ®••••• Route 17••••• RN 2.7030 Q=2.00 0.11 C=120 0.000018 3'-10' Pf 0.000 48 28 27'-0'% 23'-2'h 43.622 45.292 P018'-8 18'- 22' Pe Pv 1.670 ®••••• Route 18••••• RN 2.7030 Q=7.43 0.42 C=120 0.000207 3'-10' Pf 0.005 70 90 27'-0'% 23'-254 43.658 45.333 Poll 8- 8 18'- 22' Pe PV 1.870 Gill ••••• Route 19••••• RN 2.7030 0=7.16 0.40 C=120 0.000194 3'-10' Pf 0.004 71 91 27'-0'% 23'-2'h 43.658 45.332 P018'-8 18'- 22' Pe Pv 1.670 ®••••• Route 20••••• RN 2.7030 0=6.94 0.39 C=120 0.000183 3'-10' Pf 0.004 72 92 27'-0% 23'-2'h 43.657 45.331 P018'-8 18'- 22" Pe PV 1.670 ®••••• Route 21..... RN 2.7030 0=6.76 0.38 C=120 0.000174 T -101A Pf 0.004 73 93 27'-0% 23'-21A 43.656 45.330 P018'-8 18' 22' Pe Pv 1.670 CM 6.3570 Q=45.61 0.46 C=120 0.000092 84 Pf 0.001 93 92 23'-254 23-254 45.330 45.331 8 Pe Pv ®••••• Route 22••••• 1&, U M.E.PA AD, Inc. M AutoSPRINKQi1 VR5 v5.1.32 01/02/2007 10:27:38AM Page 8 Hydraulic Analysis Number Report Description oral ary Group U Pipe Type Diameter Flow Velocity HWC Friction Loss Length Eq. Length Total Lenath Pressure Summary Downstream Elevation Discharge K -Factor Pt Pn FlWngs Upstream RN 2.7030 0=6.62 0.37 C=120 0.000168 T -10M Pf 0.004 74 94 27'-0'% 23'-254 43.656 45.329 P018'-8 18'-8 22' Pe 1.670 Pv CM 6.3570 0=38.86 0.39 C=120 0.000069 8'4 Pf 0.001 94 93 23-254 23-254 45.329 45.330 8'4 Pe Pv fib ••••• Route 23••••• RN 2.7030 0=6.53 0.36 C=120 0.000163 3'-10'/ Pf 0.004 75 95 27'-0'% 23'-2'h 43.655 45.329 PO 18' 8 18'- 22' Pe 1.670 Pv CM 6.3570 0=32.23 0.33 C=120 0.000049 84 Pf 0.000 95 94 23'-2% 23'-2'h 45.329 45.329 8'4 Pe Pv ®••••• Route 24••••• RN 2.7030 Q=6.46. 0.36 C=120. 0.000160 T-110% Pf 0.004 76 96 27'-0% 23'-2% 43.655 45.329. P018'-8 18'-8 22' Pe 1.670 Pv CM 6.3570 0=25.70 0.26 C=120 0.000032 8'4 Pf 0.000 96 95 23'-2% 23'-254 45.329 45.329 6'41 pe Pv rb•••••Route 26••••• RN 2.7030 Q=6.43 0.36 C=120 0.000159 T-110% Pf 0.004 77 97 27'-0% 23'-2% 43.655 45.328 PO18'-8 18'-8 22' Pe 1.670 Pv CM 6.3570 0=19.24 0.19 C=120 0.000019 8-4 Pf 0.000 97 96 23'-2% 23'-2% 45.328 45.329 8'4 pe Pv a•••••Route 26••••• RN 2.7030 Q=6.41 0.36 C=120 0.000158 V-10' Pf 0.004 78 98 27'-0% 23'-2% 43.655 45.328 PO18'-8 18'-8 22'-6 Pe 1.670 Pv CM 6.3570 0=12.81 0.13 C=120 0.000009 8'4 Pf 0.000 98 97 23'-2% 23-254 45.328 45.328 84,Pv pe Gib ••••• Route 27.... RN 2.7030 0=6.40 0.36 C=120 0.000158 3'-10' Pf 0.004 79 99 27'-05443.655 23'-2% 45.328 P018'-8 18'- 22' Pe 1.670 Pv CM 6.3570 0=6.40 0.06 C=120 0.000002 8' Pf 0.000 99 98 23'-2'h 23'-254 45.328 45.328 8' pe Pv 6•••••Route 28.... CM W3570 0=67.13 ' 0.68 C=120 0.000189 7-p 0.001 0.001 29 30 23'-2'% 23'-254 45.293 45.295 7t Pe Pv RN 2.7030 Q=7.43 0.42 C=120 0.000207 3'-10' Pf 0.005 30 50 23-21A 27'-0% 45.295 43.630 PO(18'-8) 18'- 22' Pe -1.670 pv BL 2.7030 0=7.43 0.42 C=120 0.000207 122'-4' Pf 0.028 50 70 27'-0% 27'-0% 43.630 43.658 fE(6'-8) fE 6'-8 13'-4'Pe 135- 0.000 Pv a•••••Route 29••••• CM 6.3570 0=59.71 0.60 C=120 0.000152 8'- Pf 0.001 30 31 23'-2% 23'-2% 45.295 45.296 g'_ pe Pv RN 2.7030 0=7.18 0.40 C=120 0.000194 3'-10' Pf 0.004 31 51 23-21A 2T -0'/a 45.296 43.631 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=7.16 0.40 C=120 0.000194 122'-4'/ 13-41% 135'-9 Pf 0.026 Pe 0.000 Pv 51 27'-0% 43.631 fE(6'-8) 71 27'-0'% 43.658 fE 6'-8 a•••••Route 30••••• CM 6.3570 Q=52.55 0.53 C=120 0.000120 8' Pf 0.001 31 32 23'-2% 23'-2'% 45.298 45.297 8' Pe Pv RN 2.7030 Q=6.94 0.39 C=120 0.000183 3'-10' Pf 0.004 32 52 23'-2% 27'-0'% 45.297 43.632 PO(18'-8) 18'- 22 Pe -1.670 Pv BL 2.7030 0=6.94 0.39 C=120 0.000183 122'-4' Pf 0.025 52 72 27'-0% 27'-0'% 43.632 43.657 fE(6'-8) fE 6'-8 13'-4' 135-q Pe 0.000 Pv ;-- Route 31 ..... & v M.E.P.CAD, Inc. PSjjAutoSPRINK® VR5,45.1.32 01/02/2007 10:27:38AM Page 9 Job Number. 06-063 Report Descriotion: Ordinary Gmuo II Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn FILUngs Eq. Length Total Lenath Summary CM 6.3570 0=45.61 0.46 C=120 0.000092 8'4 Pf 0.001 32 33 23'-2'h 23'-2'h 45.297 45.298 814,Pv Pe RN 2.7030 0=6.76 0.38 C=120 0.000174 3'-10' Pf 0.004 33 53 23'-294 27'-094 45.298 43.632 PO(18'-8) 18'- 22' Pe -1.870 Pv BL 2.7030 Q=6.76 0.38 C=120 0.000174 122' 4' Pf 0.024 53 73 27'-0'% 27'-0'f, 43.632 43.658 fE(6'-8) fE 6' 8 13' 4' 135'- Pe 0.000 Pv a••••• Route 32••••• CM 6.3570 0=38.86 0.39 C=120 0.000069 8'4 Pf 0.001 33 34 23'-2'h 23'-294 45.298 45.298 8'4 Pe Pv RN 2.7030 0=6.62 0.37 C=120 0.000168 T-10' Pf 0.004 34 54 23'-2'/a 27'-OIA 45.298 43.633 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 0=6.62 0.37 C=120 0.000168 122' 4' Pf 0.023 54 74 27'-0'h 27'-0'h 43.633 43.656 fE(6'-8) fE 6'-8 13'4' 135'-9 Pe 0.000 Pv a&••••• Route 33••••• CM 6.3570 Q=32.23 0.3.3 C=120 0.000049 8'4 Pf 0.000 34 35 23'-21A 23'-2'h 45.298 45.299 8' Pe Pv RN 2.7030 0=6.53 0.36 C=120 0.000163. T-10' Pf 0.004 35 55 23'-2'/a 27'-0'/, 45.299 43.633 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=6.53 0.36 C=120 0.000163 122-4' 13'4' 136- Pf 0.022 Pe 0.000 Pv 55 27'-0'h 43.633 fE(6'-8) 75 27'-094 43.655 fE 6'-8 Q••••• Route 34••••• CM 6.3570 Q=25.70• 0.26 C=120 0.000032 8' Pf 0.000 35 36 23'-2'h 23'-2'/2 45.299 45.299 8'4 Pe Pv RN 2.7030 0=6.46 0.36 C=120 0.000160 T-110% Pf 0.004 36 56 23'-2'/a 2T -0'h 45.299 43.633 PO(18'-8) 1 W-8 22A Pe -1.670 Pv BL 2.7030 0=6.46 0.36 C=120 0.000160 1 122'4' 13'-4' 1135A Pf 0.022 Pe 0.000 Pv 56 27'-0'/, 43.633 fE(6'-8) 76 2T-094 43.655 fE 6'-8 G&••••• Route 36••••• CM 6.3570 0=19.24 0.19 C=120 0.000019 8'4 Pf 0.000 36 37 23'-294 23'-2'h 45.299 45.299 8'4 Pe Pv RN 2.7030 0=6.43 0.36 C=120 0.000159 T-10'/ Pf 0.004 37 57 23-294 27'-0'h 45.299 43.633 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 Q=6.43 0.36 C=120 0.000159 122'-4' Pf 0.022 57 77 27'-094 27'-094 43.633 43.655 fE(6'-8) fE 6'-8 13'4' 135'- Pe 0.000 Pv a••••• Route 36..... CM 6.3570 0=12.81 0.13 C=120 0.000009 8'4 Pf 0.000 37 38 23'-294 23-21A 45.299 45.299 8'4 Pe Pv RN 2.7030 Q=6.41 0.36 C=120 0.000158 T-10'/ Pf 0.004 38 58 23'-2'/i 27'-094 45.299 43.633 PO(18'-8) 118A 22' Pe -1.670 Pv BL 2.7030 0=6.41 0.36 C=120 0.000158 122'-4'/ Pf 0.021 58 78 27'-01A 27'-OIA 43.633 43.655 fE(6'-8) fE 6'$ 13'4' 1W-9 Pe 0.000 Pv GO ..... Route 37••••• CM 6.3570 0=6.40 0.06 C=120 0.000002 8' Pf 0.000 38 39 23'-2'A 23'-2'/: 45.299 45.299 8'4 Pe Pv RN 2.7030 Q=6.40 0.36 C=120 0.000158 3'-10' Pf 0.004 39 59 23'-294 27'-0'h 45.299 43.633 PO(18'-8) 18'- 22 Pe -1.670 Pv BL 2.7030 0=6.40 0.36 C=120 0.000158 122' 1' Pf 0.021 59 79 27'-0'% 27'-0'/2 43.633 43.655 fE(6'-8) fE 8'-8 13'44' 135'- Pe 0.000 Pv e••••• Route 38••••• RN 2.7030 0=10.20 0.57 C=120 0.000373 3'-10' Pf 0:008 82 62 23'-294 27'-0'h 45.218 43.557 PO(18'-8) 18' 22' Pe -1.670 Pv a, U M.E.P.GAD, Inc. dMAutoSPRINK®VR5 v5.1.32 01/02/2007 10:27:38AM Page 10 111 Hydraulic Analysis Job Number. 06.063 Report Description: Ordinary Group II Pipe Type Diameter Flow Velocity HWC Friction Loss Length Pressure Downstream Upstream Elevation Discharge K -Factor Pt Pn Fittings Eq. Length Total Length Summary BL 2.7030 Q=10.20 0.57 C=120 0.000373 122'-4% 13'4' 1W-9, Pf 0.051 Pe -0.000 Pv 62 27'-0'% 43.557 fE(6'-8) 42 27'-0'/2 43.607 fE 6'-8 • ®••••• Route 39••••• RN 2.7030 Q=9.04 0.51 C=120 0.000298 3'-10' Pf 0.007 83 63 23'-2'% 27'-0'% 45.232 43.569 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=9.04 0.51 C=120 0.000298 122'-4' Pf 0.040 63 43 27'-0'% 27'-0'h 43.569 43.609 fE(6'-8) fE 6' 8 13'-4' 135'- Pe -0.000 Pv a•••••Route 40••••• RN 2.7030 0=7.87 0.44 C=120 0.000231 3'-10' Pf 0.005 84 64 23'-2% 27'-0'h 45.245 43.581 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 Q=7.87 0.44 C=120 0.000231 122'-411 Pf 0.031 64 44 27'-0'/, 27'-0'h 43.581 43.612 fE(6'-8) fE 6'-8 13'x 135- ' -0.00 0 a&•••••Route 41..... RN 2.7030 0=6.67 0.37 C=120 0.000170 3'-10' Pf 0.004 85 65 23'-2% 27'-0'% 45.257 43.592 PO(18'-8) 18'- 22' Pe -1.670 Pv BL 2.7030 0=6.67 0.37 C=120 0.000170 122'4' 13'-4' 135'- Pf 0.023 Pe -0.000 Pv 65 27'-0'/2 43.592 fE(6'-8) 45 27'-0'% 43.614 fE 6'-8 Gib ••••• Route 42••••• RN 2.7030 Q=5.38 0.30 C=120 0.000114 3=10' 18'- 22'_ Pf 0.003 Pe -1.670 Pv _ 86 23'-214 45.269 PO(18'-8) 66 27'-0'h 43.602. BL 2.7030 0=5.38 0.30 C=120 0.000114 122'-4' Pf 0.016 66 46 27'-0'h 27'-0'h43.617 43.602 fE(6'-8) fE 6'-8 13'x'/ 135 -PV Pe -0.000 e•••••Route 43••••• RN 2.7030 0=3.91 0.22 C=120 0.000063 3'-10' Pf 0.001 87 67 23'-2'A 27'-0'h 45.279 43.611 PO(18'-8) 18' 22' Pe -1.670 Pv BL 2.7030 0=3.91 0.22 C=120 0.000063 122'-4' Pf 0.009 67 47 27'-01443.611 27'-0'% 43.619 fE(6'-8) fE 6'-8 13'-4' 135'- Pe -0.000 Pv GW ..... Route 44••••• BL 2.7030 0=2.00 0.11 C=120 0.000018 122'-4' Pf 0.002 68 48 27'-0% 27'-0'% 43.620 43.622 fE(6'-8) fE 6'-8 13'-4' 135'- Pe -0.000 Pv sw•••••Route 46••••• RN 2.7030 Q=2.00 0.11 C=120 0.000018 3'-10' Pf 0.000 68 68 23'-2% 27'-0% 45.289 43.620 PO(18'-8) 18'- 22' Pe -1.670 Pv Equivalent Pipe Lengths of Valves and Fittings (C=120 only) Actual Inside Diameter Schedule 40 Steel Pipe Inside Diameter 4'117 ) = Factor C Value Multiplier Value Of C 100 130 140 Multiplying Factor 0.713 1.16 1.33 150 1.51 & © M.E.P.CAD, Inc. Pj' AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:38AM Page 11 1111Hydraulic Analy is Report Description: Ordinary Group. 11 Pipe lype Diameter Flow Velocity HWC Friction Loss Length Eq. Length Downstream Elevation Discharge K -Factor Pt Pn Fittings Upstream Total Len Pipe Type Legend . ' Units Legend Fittings Legend AO Arm -Over Diameter Inch ALV Alarm Valve BL Branch Line Elevation Foot AngV Angle Valve CM Cross Main Flow gpm b Bushing DN Drain Discharge gpm BaIV Ball Valve DR Drop Velocity fps BFP Backflow Preventer DY Dynamic Pressure psi BV Butterfly Valve FM Feed Main Length Foot C Cross Flow Tum 90° FR Feed Riser Friction Loss psi/Foot cplg Coupling MS Miscellaneous HWC Hazen -Williams Constant Cr Cross Run OR Outrigger Pt Total pressure at a point in a pipe CV Check Valve . RN Riser Nipple Pn Normal pressure at a point in a pipe DeIV Deluge Valve SP Sprig Pf Pressure loss due to friction between points DPV Dry Pipe Valve ST Stand Pipe E 90° Elbow UG Underground Pe Pressure due to elevation difference between indicated points EE 45° Elbow Pv Velocity pressure at a point in a pipe Job Number: 06-063 Report Description: Ordinary Group. 11 Length Eq. Length Pressure Summary Total Len Fittings Legend ALV Alarm Valve AngV Angle Valve b Bushing BaIV Ball Valve BFP Backflow Preventer BV Butterfly Valve C Cross Flow Tum 90° cplg Coupling Cr Cross Run CV Check Valve . DeIV Deluge Valve DPV Dry Pipe Valve E 90° Elbow EE 45° Elbow Eel 11% Elbow Ee2 22'x4° Elbow f Flow Device FDC Fire Department Connection IE 90° FireLock(TM) Elbow fEE 45° FireLock(TM) Elbow fig Flange FN Floating Node fT FireLock(TM) Tee g Gauge GloV Globe Valve GV Gate Valve Hose Hose HV Hose Valve Hyd Hydrant LIE Long Tum Elbow mecT Mechanical Tee Noz Nozzle Pt Pump In P2 Pump Out PIV Post Indicating Valve PO Pipe Outlet PrV Pressure Relief Valve PRV Pressure Reducing Valve red Reducer/Adapter S Supply sCV Swing Check Valve 1 Spr Sprinkler St Strainer T Tee Flow Tum 90° Tr, Tee Run U Union WirF Wirsbo WMV Water Meter Valve Z Cap © M.E.P.CAD, Inc. MjAutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:38AM Page 12 8jjljHydraulir. Graph Job Number. 06-063 P—rt n—i.,fi,,,,• nrAi.,e.e, r_...,,,, u Supply at Node 1 o0 80 Static Pressure 76.000 70 48.57 60.164 748.57 with hose streams 60 d 1719.00 50.000 CL 40 30 em demand curve 20 10 T11111111111 0 11111 0200 400 600 800 1000 1400 1600 1800 2000 Water flow, gpm Supply at Node 1 smo p— . 76.000 Rm Plaaue Tea C da dey T. wmm..d BY 1719.00 (4150.000 CALIFORNIA WATER SERVICE CO JEFF Y., JEFF F. A.bM PYasoaeTb-&Tact Octad Tea Tks d TW 70.415 @ 748.57 10/23/06 gam syd— D—W Rpm.. Ruroua 248.57 @ 60.164 # 3347 8 3349 Sy. — D—W Pia H— Abram) 748.57 @ 60.164 U& © M.E.P.CAD, Inc. 91 AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:42AM Page 13 Job Number: 06-063 © M.E.P.CAD, Inc. E-31AutoSPRINK® VR5 v5.1.32 01/02/2007 10:27:48AM Page 14 1, U M.E.P.GAD, Inc. ENI AUtOSPRINK® VR5 V5.1.32 01/02/2007 10:27:55AM Page 15 California Water Service Company } Fire Flow Test Test Date:- 10/23/2005 Test Time: 9:00 District: CHICO Zone: 350 General Location �; Address: Speedway and New Foster way Cross Street: Requested Bv• Chico Fire Dept or Persons from GO Purpose Of Test: Determine Available Fire' Flow Conducted Bv7 Richard Velasquez Witnessed By C.W.SCo; Jeff Y ` Others: Jeff F Tom Husa Approved Date: Plat: 41-29 Outlet No. Size. Outlet PITOT Observed Static Residual Pressure Pressure Location 1 Hydrant #: 3349 Address: Speedway and New Foster PI 4.5 .10 1719 76 50 ,2 0 0 0 3 0 0 0 f,4 0 0 0 Total Flow Observed Available @20• Remark Static/Residual Location: Hyd 3347 Flow Observed 1719 1719 Flow Avail.@20 2602 2602 Note: i' Regardless of the results of this test, California Water Service Company assumes no liability beyond that stated in the following excerpt from the P. U. C. Tariff Schedule: 'The utility (California Water Service Company) will supply only such water at such pressure as may be available from time to time as a result of its normal operation of the system.' DynamThread @ Full Line Sch-40 Replacement Dyna -Thread" offers the life expectancy of SCh40 with superior hydraulics and greater value. Dyna -Thread sprinkler pipe represents an engineering advancement for the sprinkler pipe industry. It combines the safety and longevity of traditional Sch-40 pipe with quality and superior hydraulic advantages. •I Dvna-Thrcad's inside di,mictrr is up � to 3.6% larger than Sch-40 giving it superior hydraulics. And, when used in combination. with Dyna -Flow pipe, .down sizing often occurs. •• Dyna -Thread is fully listed and approved by UL, ULC, and FM for fire sprinkler applications. • The life expectancy of Dyna -Thread and Sch-40 are equal based on the �Icalculated wall thicknesses per UL. • The consistent quality of steel used to make Dyna -Thread facilitates smooth threading and lower maintenance costs. • The exterior of Dyna -Thread is (:protected by a clean, durable mill coating for extended shelf life and easy paint application. i n U� FM USC Listed Approved Listed 1�.{: ; ', • .., i!s irtyrcascd strength and Lighter weight, Dyna -Thread reduces installation fatigue and is ideal for retro -fit applications. Corrosion Resistance' Ratio (CRR) is a UL (Underwriters Laboratory) term for the estimated life expectancy of a pipe joint. This is based on the calculated wall thickness at the base of the first exposed thread, assumed to be the weakest point of the pipe length. Dyna= Thread and Sch-40 have the same calculated wall thicknesses at this point and are both assigned the same CRR of 1.00. The internal surface of all black Allied Tube S Conduit Fire Sprinkler pipe products up to 4.5000" in diameter is coated with our new Antibacterial Formula, "ABF". In scientific laboratory test, ABS proved to have superior resistance to microbial colonization of pipe walls, thereby delaying or possibly preventing the onset of Microbiologically Influenced corrosion (MIC) when the First Sprinkler System is first installed. Comnarisnn to L-W_T_ Dinoe More wall thickness at the thread (CRR=1.00) gives Dyna -Thread better life expectancy than lightwall threadable pipe joints. • Unlike lightwall threadable pipe, Dyna -Thread has no thread gauge warning. • Dyna -Thread is approved for standard hanger spacing (l5 R. O.C.), can be used as earthquake sway bracing, and is safe to use as drops. • Dyna -Thread is safer to weld on. • Dyna -Thread is more widely accepted than lightwall threadable where Sch-40 is specified. Specifications & Approvals Super 40/Dyna-Thread pipe is manufactured to meet: ASTM A-135, Grade A and is in compliance with NEPA-13. All sizes of Super 40/Dyna- Thread are rated at 300 psi working pressure. Super 40/Dyna-Thread is UL and ULC Listed for wet, dry deluge and pre -action sprinkler systems and FM Approved for use in wet. systems. Super 40/Dyna-Thread can be "hut -dip" galvanized to meet FM requirement for dry systems. Super 40/Dyna-Thread is approved tix all threaded couplings and welded outlets and is suitable for all roll -g, oovcd, and plain -end fittings (See listing information). i' NCO �;,,..,, r,; :r_. ; %1 dhed 16100 S. Lathrop • Harvey, IL 60426 -T 11350 Norcom Rd. • Philadelphia, PA 19154 rues a CONowT 2525 N. 27 th Ave. • Phoenix, AZ 85009 Customer Service: (800)882-5543 Fax 708-339-1806 S3-3 t,LLIA NPS Nominal I.D. wt. wt. (H20 Filled) Pcsl WtlLift RV) WVUH (24') Waift (25' Ih; mm In; mm Lbs/Ft; Kg/m Lbs/Fl: Kg/m Lift Lbs: Kg Lbs; Kg Lbs; Kg �i 1" 1.080 1.330 1.75 70 1955 2234 232 25 27.4 2.0 2.60 70 887 1013 105 1'/d' 1.408 1.870 2.54 51 2002 2288 238 32 35.8 2.8 3.78 51 908 1038 108 41'/2" 1.639 2.290 3.22 44 2115 2418 251 40 41.6 3.4 4.79 44 959 1097 114 2" 2.104 3.050 4.57 30 1921 2196 228 50 53.4 4.5 6.80 30 871 996 103 Comnarisnn to L-W_T_ Dinoe More wall thickness at the thread (CRR=1.00) gives Dyna -Thread better life expectancy than lightwall threadable pipe joints. • Unlike lightwall threadable pipe, Dyna -Thread has no thread gauge warning. • Dyna -Thread is approved for standard hanger spacing (l5 R. O.C.), can be used as earthquake sway bracing, and is safe to use as drops. • Dyna -Thread is safer to weld on. • Dyna -Thread is more widely accepted than lightwall threadable where Sch-40 is specified. Specifications & Approvals Super 40/Dyna-Thread pipe is manufactured to meet: ASTM A-135, Grade A and is in compliance with NEPA-13. All sizes of Super 40/Dyna- Thread are rated at 300 psi working pressure. Super 40/Dyna-Thread is UL and ULC Listed for wet, dry deluge and pre -action sprinkler systems and FM Approved for use in wet. systems. Super 40/Dyna-Thread can be "hut -dip" galvanized to meet FM requirement for dry systems. Super 40/Dyna-Thread is approved tix all threaded couplings and welded outlets and is suitable for all roll -g, oovcd, and plain -end fittings (See listing information). i' NCO �;,,..,, r,; :r_. ; %1 dhed 16100 S. Lathrop • Harvey, IL 60426 -T 11350 Norcom Rd. • Philadelphia, PA 19154 rues a CONowT 2525 N. 27 th Ave. • Phoenix, AZ 85009 Customer Service: (800)882-5543 Fax 708-339-1806 S3-3 Dyna=Flow@ High Strength Steel Pipe The original high-strength lightwall sprinkler pipe with hydraulics superior to Schedule -10. Dyna -Flow pipe is the "original" high- strength lightwall sprinkler pipe. Dyna - Flow has outstanding hydraulic , apabilities and is recognized as the most popular alternative to Schedule -l0 pipe. Lightweight, easy to cut and easy to handle for installation. Dyna -Flow is a maluable addition to any fire protection system. Superior JHydraulics With an inside diameter of up to 11% larger than Schedule -40 and up to 7% larger than Schedule -10, Dyna -Flow pipe hydraulics are exceptional. Larger I.D.s enable Dyna -Flow, and related components, to be down -sized within the �ystcm, thus increasing the potential for job cost savings. For complete Hazen - .Williams charts, refer to "Dyna -Flow Hydraulic Data Tables." Coatings 4 Fabrication Specifications& ApprovalsA .. itional Benefits Oyna-Flow products are coated with Dyna-Flow/Sulier Flo pipe is manufac- Lightweight and easy to install, ahenvironmentally approved and tured to meet ASTM A-795 Type E, resulting in more efficient use of your specially formulated modified -acrylic or GradeA and is in compliance with freight and labor dollars. water-based coating. This durable coating NFPA-l3 and NFPA-14. All sizes of is paintable. The black coating acts as Dyna Flow/Super Flo are UL Listed, FM Provides stability needed to comply an%excellent primer and is resistant to Approved and ULC Listed. with standard hanger spacing (15 ft O.C.) per .NFPA. . weathering and U.V. degradation from UL outdoor Storage. FM JLC Metallurgical properties provide excellent fabrication characteristics for end prep fipishes, welding and roll grooving. There is no special process or equipment needed for fabrication and installation. The internal surface of all black Allied Tobe & Conduit Fire Sprinkler pipe pgoducts up to 4.5000" in diameter is coated with our new Antibacterial Formula, "AB!"'. In scientific laboratory test, ABS proved to have superior resistance to microbial colonization of pipe walls, thereby delaying or possibly preventing the onset of Microbiologically Influenced corrosion (MIC) when the First Sprinkler System is First installed. Listed Approved Listed Dyna-Flow/Super Flo is UL/ULC Listed for use with roll grooved, plain -end couplings, and welded joints for wet, dry, preaction and deluge systems. It is FM Approved for roll grooved, plain -end, and welded joints for wet systems. Refer to appropriate documentation for up-to-date listing and approval information. Dyna- Flow/Super Flo is now available "hot- dip" galvanized and has been specifically approved by FM for dry systems uses. • Available in Standard lengths for your convenience, or can be ordered in custom lengths upon approval. • Fast cutting and welding, as well as easy roll grooving and end preparation. • Available in Factory roll grooved form for quicker shop turnaround. • Clean, durable mill coating provides longer "shelf life" and acts as an excellent primer for custom paint applications. dhed 16100 S. Lathrop • Harvey, IL 60426 Customer Service: T11350 Norcom Rd. • Philadelphia, PA 19154 (800) 882-5543 TUBE a corvourr 2525 N. 27 th Ave. • Phoenix, AZ 85009 Fax 708-339-1806 S2-3 NPS In: mm Nominal I.D. in; nun Wl. Lbs/Ft K911 I? Specifications Wt. (H20 Filled) LbsFt. Kg/m Pcs/ Lift WVLift (21') Lbs: Kg WVLift (24') Lbs: Kg WVLift (25' Lbs; Kg 1' 1.191 0.830 1.31 91 1,586 1,812 1,888 25 30.3 1.2 1.95 91 719 822 856 1'/4" 1.536 1.059 1.87 61 1,356 1,550 1,615 32 39.0 1.6 2.78 61 615 703 733 1'h' 1.728 1.667 2.71 61 2,135 2,440 2,542 40 43.9 2.5 4.03 61 968 1107 1153 2' 2.203 2.104 3.79 37 1,634 1,868 1,946 50 56.0 3.1 5.64 37 741 847 883 2'/z' 2.703 2.564 5.10 30 1,615 1,846 1,923 65 68.7 3.8 7.59 30 733 837 872 3" 3.314 3.387 7.18 19 1,351 1,544 1,608 80 84.2 5.0 10.69 19 613 700 729 4' 4.310 4.473 10.86 19 1,784 2,039 2,124 90 109.5 6.7 16.16 19 809 925 963 Coatings 4 Fabrication Specifications& ApprovalsA .. itional Benefits Oyna-Flow products are coated with Dyna-Flow/Sulier Flo pipe is manufac- Lightweight and easy to install, ahenvironmentally approved and tured to meet ASTM A-795 Type E, resulting in more efficient use of your specially formulated modified -acrylic or GradeA and is in compliance with freight and labor dollars. water-based coating. This durable coating NFPA-l3 and NFPA-14. All sizes of is paintable. The black coating acts as Dyna Flow/Super Flo are UL Listed, FM Provides stability needed to comply an%excellent primer and is resistant to Approved and ULC Listed. with standard hanger spacing (15 ft O.C.) per .NFPA. . weathering and U.V. degradation from UL outdoor Storage. FM JLC Metallurgical properties provide excellent fabrication characteristics for end prep fipishes, welding and roll grooving. There is no special process or equipment needed for fabrication and installation. The internal surface of all black Allied Tobe & Conduit Fire Sprinkler pipe pgoducts up to 4.5000" in diameter is coated with our new Antibacterial Formula, "AB!"'. In scientific laboratory test, ABS proved to have superior resistance to microbial colonization of pipe walls, thereby delaying or possibly preventing the onset of Microbiologically Influenced corrosion (MIC) when the First Sprinkler System is First installed. Listed Approved Listed Dyna-Flow/Super Flo is UL/ULC Listed for use with roll grooved, plain -end couplings, and welded joints for wet, dry, preaction and deluge systems. It is FM Approved for roll grooved, plain -end, and welded joints for wet systems. Refer to appropriate documentation for up-to-date listing and approval information. Dyna- Flow/Super Flo is now available "hot- dip" galvanized and has been specifically approved by FM for dry systems uses. • Available in Standard lengths for your convenience, or can be ordered in custom lengths upon approval. • Fast cutting and welding, as well as easy roll grooving and end preparation. • Available in Factory roll grooved form for quicker shop turnaround. • Clean, durable mill coating provides longer "shelf life" and acts as an excellent primer for custom paint applications. dhed 16100 S. Lathrop • Harvey, IL 60426 Customer Service: T11350 Norcom Rd. • Philadelphia, PA 19154 (800) 882-5543 TUBE a corvourr 2525 N. 27 th Ave. • Phoenix, AZ 85009 Fax 708-339-1806 S2-3 E SchedulenlOO/Schedulem4W Fully Listed and FM Approved Sprinkler Pipe E When you specify Schedule-l0%Schedule-40 sprinkler pipe you get a UL listed and F�•1 approved product. Although these products do not require separate approvals, Schedule- IO/Schedule-40 gives you the extra quality assurance you demand. Our Sch-l0 (1%"- 8") pipe and Sch-40/") pipe have passed the same thorough lab testing as our other listed pipe products, and receive periodic mill inspections from both UL and FM agents to ensure consistent quality. Galvanized Pipe Schedule-10/Schedule-40 product can be "hot -dip" galvanized to meet FM requirements for dry systems in Alcordance with the zinc coating specifications of ASTM A-133. Superio'r Coating Our advanced formula mill coating of- fers a clean, durable surface. It is also paint -ready for custom color applications without special preparation. The internal surface of all black Allied Tube & Conduit Fire Sprinkler pipe products up to 4.5(X)0" in diameter is coated with our new Antibacterial For- mula, ABF". In scientific laboratory test., ABS proved to have superior resis- tance to microbial colonization of pipe w4lls, thereby delaying or possibly pre - v 1nting the onset of Microbiologically Influenced corrosion (MIC) when the First Sprinkler System is fust installed. Arnericin Made Meets "Buy American" requirement and is available through distributors in the USA, Canada and Mexico. Specification's & Approvals Schedule-l0/Schedule-40 pipe are in compliance with the following: A64 A-135, and NF PA l3. Both pipe products have a working pressure rating of 300 psi maximum and also meet the stringent requirement for the following tests: ti Welded Outlets • Hydrostatic Pressure • Side Wall Rupture • Vibration Test I i Listed dhed 16100 S. Lathrop • Harvey, IL 60426 T1135011350 Norcom Rd. • Philadelphia, PA 19154 TUBE a CONDUIT 2525 N. 27 th Ave. • Phoenix, AZ 85009 Approved Listed Customer Service: (800)882-5543 Fax 708-339-1806 S5-3 t Specifications NPS Nominal I.D. Wt. Wt. (H20 Filled) Pcs/ WVLitt (21') WVLift (24') WUlift (25' In; mm In; mm LbsiFt; Kgim Lbs,'Ft: Kgim Lift Lbs; Kg Lbs; Kg ;Lbs: Kg 1" 1.049 1.680 2.05 70 2,470 2,822 ! 2,940 25 26.6 2.5 3.05 70 1,120 1,280 i 1,334 1'/4' 1.380 2.270 2.93 51 2,431 2,778 2,894 32 35.1. 4.36 4.36 51 1,103 1,260 :.1,313 1'h" 1.610 2.720 3.61 44 2,513 2,872 2,992 40 40.9 4.0 5.37 44 1,140 1.303 1.357 2' 2.067 3.650 5.13 30 2,300 2,628 2,738 50 52.5 5.4 7.63 30 1,043 1,192 1,242 Th 2.469 5.790 7.86 19 2,310 2,640 2,750 65 62.7 8.6 11.73 19 1,048 1,197 1,247 Listed dhed 16100 S. Lathrop • Harvey, IL 60426 T1135011350 Norcom Rd. • Philadelphia, PA 19154 TUBE a CONDUIT 2525 N. 27 th Ave. • Phoenix, AZ 85009 Approved Listed Customer Service: (800)882-5543 Fax 708-339-1806 S5-3 t Specifications NPS Nominal I.D. Wt. WL IH20 Filled) Pes/ WVLift (21') WVLift (24') Wl/Lift (25' In; mm In; mm Lbs/Ft, Kg/m LbsiFt; Kg/m Lift Lbs; Kg Lbs; Kg j Lbs; Kg 1" 1.097 1.400 1.81 91 2,675 3,053 _ 3,185 25 27.9 2.1 2.70 91 1,213 1,385 1,445 1'/" 1.442 1.810 2.52 61 2,319 2,664 2,760 32 36.6 2.7 3.75 61 '1,052 1,208 1,252 1'fi" 1.682 2.080 3.04 61 2,664 3,045 3,172 40 42.7 3.1 4.52 61 1,208 1.381 1,439 2" 2.157 .2.640 4.22 37 2,051 2,344 j 2,442 50 54.8 3.9 6.28 37 930 1,063 1,108 2'/2" 2.635 3.530 5.89 30 2,224 2,542 2,648 65 66.9 5.3 8.77 30 1,009 1,153 1,201 3" 3.260 4.330 7.94 19 1,728 1,975 2,057 80 82.8 6.4 11.82 19 784 896. 933 4' 4.260 5.610 11.78 19 2,238 2,558 2,665 90 108.2 8.3 17.53 19 1,015 1.160 1,209 5" 5.295 7.77 17.33 10 1,632 1,865 1,943 125 134.5 11.56 25.80 10 740 846 881 6" 6.357 9.290 23.03 10 1,951 2,230 I 2,322 150 161.5 13.8 34.27 10 885 1,012 1,053 8" 8.249 16.490 40.15 7 2,424 2,770 2,885 200 209.5 24.5 59.75 7 1,100 1,256 1,309 Listed dhed 16100 S. Lathrop • Harvey, IL 60426 T1135011350 Norcom Rd. • Philadelphia, PA 19154 TUBE a CONDUIT 2525 N. 27 th Ave. • Phoenix, AZ 85009 Approved Listed Customer Service: (800)882-5543 Fax 708-339-1806 S5-3 www.anuilinti.com (12/10/171) Ivinn I. p i .......... 90' Elbow ........................ .................. . ... . is Figure 3 35 i b'aci� 1/4 V2 "/16 .16 .17 1/16 "A 6 .25 .26 V2 "A6 1'/s .40 .41 "/16 15/16 .60 .61 1S/,6 11/2 .92 .95 1 V4 1'/s 1'/. 1,44 1.46 1'/2 15/16 1 "/16 1.95 2.00 2 1 9/16 2/, 3.13 3.21 2/2 1"/,6 2"A6 4.94 5.13 3 2A6 Vs 7.21 7.40 4 2' A s 3 '3/16 12.17 12.67 5 35/,6 4'/2 21.46 — 6 3/s 5/s 31.33 33.33 8 5'/16 69/16 64.56 67.14 ...... ...................... . ... .. * .......... .. .. .............. .. ... . .............. ........ .. P%.. .sure -Tennpera!oir-- Ratings Pres!;t;re. (psi Temp.('F) Class 12.5 17, jj isA, -20* to 150* 175 400 200* 165 370 250* 150 340 300* 140 310 350* 125 300 400* 250 www.anuilinti.com (12/10/171) STYLE 009 VIC,. stvin ocio. Firn: n;, E. id lo X, C-1 :S e,<;:y fYp 0,09 !1e A Y:e "UY P IV 'A;*,!.,l Uttil corresponc.' to NFFA 13 Sprin4..'er systoms. Stye 009 f:iieLock CZ t,,,je V:.-,-_Fi_)v1-,.-� iusc ONLY ,:.i he i 1i Vic -Plus Gasket System: V;ctau!;;:'' offr.-r-, a rr.qu;ro,; jr;- ,.L.id �yclrostab_aLv V:cFus_" System (patpni-e-o) is dry. a..d L assombiv timr-'. @71d 0::,M;,,atf:5 the'rness am�.. charici, illf, In the ia1CSi Copy of t{ie, Fe'd (1-11JO) tG. f�,,jp,*p1:j,-,je;;j@I !uhr r requ;rr,merits anc: for flry pips firtl protedion systerns. DIMENSIONS -A PKIIEN I PENDING t system 1;X X 0 .0 !SwIl�;', %�2 J.; I STYLE 009 PRE -ASSEMBLED (STAB IN CO NDrriON; 01, 1.9 1414'r' 9 1 0. L, 6 3 106S I 48 477,1 lo 17, 1 33 STYLE 009 JOINT ASSEMBLED ,JOB OWNER CONTRACTOR ENGINEER Svstern No. Suhrnitf-.�.d 8v L .Location A.npioved: www.victaulic.com v C A �ctauhcc :it Style 005 FirelockO Rigid Coupling with Vic -Plus= Gasket System C' •LI• 10.02 Vic Gasket System PRODUCT DESCRIPTION n..i=• iF '.rl..li;'�^!_`, .r...:11,..Ji_I- '?d $c(',i-C; .. ":I"r-(.?iCi;I.?iC;!': .d:^l!Ch 31IC;1vS 'c't"i5 I`.c'•Ltii;lrtc io Ni,.=i rill'1 :'It?efY77!"! C"'C• •�-._ C -r) ', the ;7F.. 'ti�rlil hC.. �!i1C)=, :o „!C.., :,Y` r,E n.'iil�3Ci t'iolt ..' ^,d5, !'IC;1fCili`J G irnitiECl. P...., ! i J i'"1 f=i(-.,, It ;i)!R`1::; Y4 +: f t •j,.:.!r,ging, I'Q i"i II ' 1 , rt( E N.1J ,)' sr t; n ' ; S c 1 l d i; I'l o,r al rr�; Crinin C)(it;tl'1:5 fall:.,.... pi C; 1 is "' Style 005 `FireLock couplings with the Vic-Plus"Gasket System are designed and recommended for use ONLY on fire protection systerns. Patented Vic -Plus Gasket System: fil'..;"iich requif S n • ii l: lijbr'catiort or. A ;� 5,rc iICPhis'SS'J'te,nip-zini�"{} aFisn :(}l('•6f /-;ppp sterns.Ihi? eliminates t' :<tt,. 1't rsduce: .:"'•.'.�lV'471E Sii lSii (ticl.11V dnd I inates lh- • e.,.l Find char! ;?i,'.r i'J�(-Il,it: rl(:; zll7r1. 1p- le to ti -le l st i - sr r;fer' , _ ,r- nary iii til(; J1rt;it.JliC: Fiel(.i iOri (I-iOG--..,. S+7 i iicitl.. rL•' i, l!)t)ftGi'.UOrI rPl.{U ir. .. .. 8illrt)t_. USC U-,) _ ..,c.... ..,. Request 1/18ta(,IiC `a `-ua r:<rt_ . ;;r: �•a,: , �� I I pubication, 10.0t torcretalis. fi DIMENSIONS l�r� ice—Z Pi '----- I � px Size � Inchesfmirtlmm ' 1 Actual tta". I Max. I Altrw. I X' Nominal f outside ire. I End I FMe End i m Boitr'Nut I I Apr►. Diameter Diameter Press.; I Load' Sep. t i Na: -Size WgL Ea. (; Iuheslmm Inches+mm PSUkPa LbsJN InJmm ! Inches/mm Y, I Z LbsJkg `ai6Ci i^ ,, c a •-: :.. .., ---_ .— 2.71).- •— .: _.— R 5.r ,d..i. andf( j n})ri11k . — — I ----- -------- — ! )1 lr _i I,h. 11,ri+^, S,:c,t, n� .i ��r^ i'�"1 i., i��i^r ir. I t'`'ill ..`•p—, —.—.— 1.. J . • I ... J J.: %'• 1 I ?f.: {- G.+�.. ' l ' ; rrr, I) 1 !) for i'1: - 4` ' J� - 1 Jt� rnrll •_F.. -- ---' --�_ 1 <<, I:> ! ¢,.i I -'n( 1, I 3 i . _ —T_ _ I _ rL'1C.i : ii: f SI (`�•^h rn� ;Or , Chediufe 10 roil r';;oirQt,i U.'1 c i 7,5 1 1.38 1.9 Cut or t)rCU•+'E(.i sl�Fl "it'=' ::itt•I;; .;(j;; iC. I .:., rI it . , 2- 7' 0.l)? i '77 7� ...1.9 --- -li lli.i'�'. IIC.•T.._ fIC 5 n lt3C( _i[.'': DRi) C I:in, ag1 I - 2.1 0 { ani t 1.7 1 � '') I , r ponir 3C Ln f,or annl�l3r b. — - ---- eft rt:lI. lir` I ?i•:,:: ---- --- i ._:,:J _,,, _ it Lr. + 7, -.'c5 5i .. I c I 1 tj .. _. ..0 2., I. .: ..... .,:�,I ! 7.�,, ..n ... ' •• I ;3.1311 2 , _ _ 1 I 175, 7 1, 5. .0 l;?it'•f 11 ; ._.... l .. ...:_ ,; ,r• I f ?,Ini -- v5 l Ci r} sr ,- .: r, ::::: ,� --.:.. ,. ,. .:,.3. ,�I: .tn •:...:,q.l 'i;9? _-dH Victaulic Company of America • Phone: 1-8C0-PICK-VIC (1-800-742.5842) • Far 610-250-8P.11 • e-mail: pickvir.9viciauliccont Viclaufic Company of Canada • Pnone: 905-884 1444 • Fax: 905-884.9774 • e-mail' viccanacia4viciaulic com Victaulic Europe • Phone:32-9-381 1500 • Fax: 32-9-380-4438 • e-mail: viceuro@vic:aulic.ue Viclaulic America Latina • Phone: 610-559-3300 • Fax: 610-559-:3608 • e-mail: viral®victaulir..com �'' C Victaulic Asia Pacific • Phone- 86-21-58855151 • Fax' 86-21-58851298 • e-mail' vicao*virtaulic.l.om I Ilcta-ulic", r PRODUCT DESCRIPTION Style 75 is available where moderate pressures are expected or weight consid erations are a factor. Up to 50% lighter in weight than r. .i it 'Exaggerated for clarity DIMENSIONS I�Y -moi .Z .I fffl I' x\ FM Erb Vic ,auric pt:iilirsau)n tt7 n! it:f ;lCiHds. w Style 75 Coupling the Style 77, the Style 75 coupling is recommended for service up to 500 psi (3450 kPa) depending on size. Housings.are cast in two identical pieces in all sizes. Hot- dip galvanized and special coatings are, available! for all sizes. Pipe Sae Max. Max. Allow. Deflect. Fr. Dimensions Aprx. Work Pres. End Pipe End Cc t Bo@ Inches/ Nominal Actual Diameter Load t Per Pipe No. - Sae Each Out. Dia. PSI' Lbs.* Sep. Cplg. InJFt. Inches Lbs. InJ Ind InJ Deg. X Y 2 1 1.315 500 680 0-0.06 2°-a3' 0.57 . 2-�xz 2.38 4.27 1.77 1.3 1 Ya 1.660 500 1080 -00,06- 2° - 10, 0.45 2-%X2 2.68 4.61 1.77 1.4 1 %z 1.900 500 1,420 0 - 0.06 1' - 56, 0.40 2-%X2 2.91 4.82 1.77 1.5 2 2.375 500, 2,215 0 - 0.06 °- 1 31 , 0.32 2-�bX2 3.43 5.22 1.88 1.7 2%r 2.875 500 3,245 0-0.061°-15' 0.26 2-%X2 3'B8 5.68t1.88 1.976.1 mrn 3.000 500 3,535 0 - 0.06 1°- 12' 0.26 2 Va X24.00 5.90 1.93 3.500 5004,800 0 - 0.06 1 ° - 2 0.22 2 X �� 4.50 7.00 2.9 3'/z 4.000 500 6,300 0-0.06 0° 54' 0.19 5.00750. 2.9 - 2 - S4 X 23L 4 4.500 SOU 7,950 0 - 0.13 11 _ 36 0.34 2 1/2X �4 5.80 8.03 2.13 4.1 108,0 mm 4.250 450 6,380 0-0.13 1°-41 0.35 2-12X70.0 5.55 7.79 2.13 3.7 4'/z 5.000 450 8,820 0-0.131'- 26' 0.25 2-�'eX3/. 6.13 9.43 2.13 5.5 5 5.563 450 10,935 0 - 0.13 ° 1 -18' 0.27 2- -ye X3/4 6.88 10.07 2.13 5.8 133,0 rnrn 5.250 450 9,735 0 - 0.13t°-21' 0.28 2-16X82.5 6.55 9.37 2.13 6.0 139,7 mm5.500 450 10,665 0 - 0.13 1 - 18' 0.28 2 - Ys X 31/4 6.80 9.59 2.13 6.3 152,4 mm 6.000 450 12,735 0 - 0.13 1° - 12' 0'21 2 -3'a X 3%. 7.38 10.48 1.88 6.2 6 6.625 450 15,525 0 - 0.13 1° -5, 0.23 2 - Ve X 31/. 8.00 11.07 2.13 7.0 159.0 rnrn 6.250 450 13,800 0 - 0.13 1° -91 0.24 2-16X82.5 7.63 10.49 2.13 6.8 laitla cnnlinunn n � � VICTAULICZ IS AN ISO 9001 CERTIFIED COMPANY I rlr:r•, 1 tri? Pic:I V: 1470 Rev.E Fr'02 rT MxTstr ( l Tmelemaik i.1 Victauiic E) QAyrigt1 2002 Viclaulic I e FLOW DATA MATERIAL I I' l I' Head Loss The head loss across Style 750 Reducing coupling is very small and is essentially the same as for standard short body reducing pipe fittings. Equivalent lengths of stan- dard weight steel pipe are shown in the tables. All data is based on water Flowing at ambient temper- ature. SPECIFICATIONS Housing: Ductile iron conform ing to ASTM A-395, grade 65- 45-15, and ASTM A-536, grade 65-45-12. Housing Coating: Orange enamel ❑ Optional: Hot dipped galvanized and others Gasket: (Specify choice'): ❑ Grade "E" EPDM EPDM (Green color code). Temperature range -30°F to +230°F (-34'C to f-1 101C). Recommended for cold and hot water service within the specified temperature range Plus a variety of dilute acids, oil -free air and many chemi- cal services. UL classified in Flow Reducing Nominal Size Inches Equiv. Pipe Length Sm. Dia. Feet/ 2 X 1 X T/; 5.9 2.0 2'/2 X 2 1.9 3 X 2 X 2'/2 5.5 3.8 4 X 2 X 2'/2 X 3 6.0 6.0 6.0 5 X 4 3.0 6 X 4 X 5 6.0 4.5 165,1 mm X 4 6.0 8 X 6 7.3 accordance with ANSI/NSF 61 for cold +86°F (+30°C) and hot +180°F (+82°C) potable water service. NOT RECOM- MENDED FOR PETROLEUM SERVICES. ❑ Grade "T" nitrile Nitrile (Orange color code). Temperature range —20°F to +1807 (-29°C to +82°C). Recommended for petroleum products, air with oil vapors, vegetable and mineral oils within the specified tempera- ture range. Not recom- mended for hot water services over +150°F (+66°C) or for hot dry air over +140°F (+60'C). Flow Expanding Nominal Size' Inches I Equiv. Pipe Length Sm. Dia. Feet/ 1 X 2 2`7 11/2 X 2 1.9 2 X 2y2 X 3 X 4 1.0 3.5 3.0 2'/2 X 3 X 4 2.5 3.0 3 X 4 2,5 4 X 5 X 6 X 165,1 mm 3.3 4.6 4.6 5 X 6 2.3 6 X 8 6.0 'Services listed are General Ser. vice Recommendations only. It should be noted that there are services for which these gaskets are not recommended. Refer- ence should always be made to the latest Victaulic Gasket Selection Guide for specific gas- ket service recommendations and for a listing of services which are not recommended. O Optional: Assembly Washer: Galva- nized, carbon steel Holts/Nuts: Heat treated car- bon steel, track -head, zinc plated to ASTM B-633 conform- ing to physical properties of ASTM A-163 minimum tensile 110,000 psi (758340 kPa). NOTES Working Pressure and End Load are total, from all internal and external loads. based on standard weight (ANSI) steel pipe. standard roll or cut grooved in accor- dance with Victaulic specifications. Contact Victaulic for performance on other pipe. Maximum working pressure rating based on larger pipe size. Maximum End Load rating based on smaller pipe sire. WARNING: FOR ONE TIME FIELD TEST ONLY, the Maximum Joint Working Pressure may be increased to 11/2 times the figures shown. t Allowable Pipe End Separation and Deflection figures show the maximum nominal range of movement available at each joint for standard roll grooved pipe. Figures for standard cut grooved pipe may be doubled These figures are maximums: for design and installation purposes these figures should be reduced by: 50% for'/. - 31/2'(20 - 90 mm): 25:6 for 4' (100 mm) and larger. ® Number of bolts required equals number of housing segments. Metric thread size bolts are available (color coded gold) ,`or all coupling sizes upon request. Contact Victaulic for details. WA I NTNG: Depressurize and drain the piping sysiorn before attempting to install, remove, or adjust any Victaulic piping products. This product shall be manufactured oy Victaulic Coinoary. All products shall be installed in accordance with current Viclaul'ic installation/assembly instructions. Victaulic �eserl!!s theright Io chanr�•e prodr.cl soecilicalons, designs and standard equipment without police and wilhout incurring obligations 06.08-2 ® 10.03 FireLock® Fittings r :PRODUCT DESCRIPTION - _�..,:.^i';:� (iS` 8;....'�:!= •:cic!T, cr_ _,, ;251:if!ci� Gt;T'.,- .�i!=i:'3i :�i:f'.,., .S flims )'•-�;C= `: - r:`i'<•il�:: - _..,c �G:•.. t:^, i==S ata -n C.AD-deveic-pe i•�.(;..^i7�/f: (—, I ,.,-.�i ..-i c iC(l ,. t•n ai .1c:fi.:-: •'r,.(. a �: '--' . (f �' e .. :-�;: .,.;f , �. -iti,inii;u; aS.iic;?'Sti }N d•' 1"iY.=t :I(': iT!;'lil: : 1.: ii.)^..i, i(r :it: 1 Sivc l,l' ., ; Ic �� ;�_ `a:l N r I :'y .L:,- :..!1;7 „ ., _ .. ._fJ':: r -r^w .nii-! ilt!'• K (;C ii.1i��1? ai ;�; � It i; C>:a!i! ii: l IL , ?(; 1I1i�ii-lrt7C� r1 - r...,. malt(._ f,:iin ..::nir..rn ,c: ri;: (,... _ - '�r'. X71' ncl;, ! iys (;: ....Jiro Fa:l.�it:. ;iyi� GG; r..ou;iiirlr r- DIMENSIONS No. 001 ! 90' Elbow 1 45' 1140.003I Elbow No. 002 I Strala_htTee I o E )_ — No. 001 No. 003 C to E 1 Aprc. Weight 1 toEy Apr:. Weight I C to E r Aprz. Weigh: ! Thickness -- ••T" g Vii"' o c elo 1O E y I T I ' Inches �- No.002 No.006 Patented u L u�c FM 5e.r:1Iciau:!f^, uh!iu;lo,i UJ.Gi !or Filing Size -- No. 001 ! 90' Elbow 1 45' 1140.003I Elbow No. 002 I Strala_htTee j "40.006_ Cap Nominal Actuai Outside C to E 1 Aprc. Weight i C to E Apr:. Weight I C to E r Aprz. Weigh: ! Thickness -- ••T" Aprx-- Weight DiameterI C ameier Inches �- Each 1 Inches I i Each 1 Inches Each ! Inches Each Incheymm Ir. Resinm - mm Lbslkq I mm -- LosA.g ---� mm -------- LbsAq ' = - inin mm LbsJkg i r— — - - lir. —•--� f ! __ i `'! � � !. � :?'t 1 C a — — - -�—,— ju ' .` �I • r' 1 1 : t: j _ 1 -• - I ii 1 f�.n 1 .; , :^•i: I ... r:.q c- 14nilLhj � =:r{: - ".ft: i'�I'.I' -!; ?: i'f, •, r,?.T^_ 7 _. . • � %.r. .. at'.,_�:f:-cti'•ri%i•'?U�`.=�ir'i.•li'E�;iir L.�-; i:e'17.0 • i07•'' ;.7 . ;:IL q.. 1I ! as li,; . Uli p lo I.:i ;?i :'iI •: 77:1 .f I :;II I I 'Ctaulic 10-03 FLOW DATA I. MATERIAL SPECIFICATIONS Fitting: Ouctile iron conforming to AST -M A-556, grade 65-45-12 Fitting Coating: 0, anap enamel • Optional: Hot clipped galvanized i T�ir- �pn-,71 ts t r A I I in r r.,: in -ig;-; to c�*f.;gns and' nzar;;pme:! 'nft^OLJ ^nlre af.f-" wis"N't 2 FireLock'9 Fittings Frictional Resistance Fit*nq Size Equivalent Feettmeters of Straight Pipe Actual I Straight Tee Nominal Outside Diameter I No. 10, Diameter i 90- Elbow 45" Elbow Inchesimm Inchesimm --- --- i NO. 001 No. 003 Branch Run 1 3 7 8. 75 7� 3 1.2 -rirn r,. 7 3.;, )CC., 5.0 13.0 5. 0 II 1108 qI-11 15.3 1 6A. —7- 2.0 68 1d.0 6h6. 2.1it 4.2 1.0 P ? 1 5*4 'tirl" 4- . 9 0 1 7 6, 25,C) 10.0 7.6 8 13.0 5.0 20, G I 3.0 4.0 MATERIAL SPECIFICATIONS Fitting: Ouctile iron conforming to AST -M A-556, grade 65-45-12 Fitting Coating: 0, anap enamel • Optional: Hot clipped galvanized i T�ir- �pn-,71 ts t r A I I in r r.,: in -ig;-; to c�*f.;gns and' nzar;;pme:! 'nft^OLJ ^nlre af.f-" wis"N't 2 FireLock'9 Fittings I tqCCFire & Buildii7g liProdticts Technical Services: Te): (800; :381-!3312! Fax: 18Cpj 7tar �50C V Customer ServiceiSafes: Tel: 1.114; 570-5000, ; OW 55::236 Fax: 1,4141, J-J-�UIJ,' (�i,fi) Z 7% • •. 295 r; - Ra/9ac rV con 0 A 11 L' r w w ei air - rsV, —weir, a%!%oy eatou DeV AlTaaCtor Upright, Pendent, and Recessed Pendent Sprinklers Quick Response, Standard Coverage General Description The Series TY -FRB, 2.8, 4.2, 5.6, and 8.0 K -factor, Upright and Pendent Sprinklers described in this dala sheet are quick response - standard cover- age, decorative 3 mm glass bulb type spray sprinklers designed for use in light or ordinary hazard. commercial occupancies such as banks, Hotels, shopping malls. etc. The recessed version of the Series TY -FRB Pendent Sprinkler, where ap. plicab)e, is intended for use in areas with a finished ceiling. It uses either a two-piece Style 10 (1112 inch NPT) or. tyle 40 (3!4 inch NPT) Recessed Es- cutcheon with 1/2 inch (127 mm) of recessed adjustment or up to 3.14 inch (19,1 mm) of total adjustment from the flush pendent position, or a two-piece Style 20 (1/2 inch NPT) or Style 30 (3f4 itch NPT) Recessed Escutcheon with 1.'/4 inch (6,4 rnm) of recessed adjust- ment or up to 1/2 inch (12,7 rnm) of total adjustment from the flush pen- dent position. The adjustment provided by the Recessed Esciitcheon reduces the accuracy to which the fixed pipe drops to the sprinklers must be cut. Corrosion resistant coatings, where, applicable, are utilized to extend the life of copper ahoy sprinklers beyond that which wrould other.v,ise be ob. tained when exposed to corrosive at- rTiospheres. Although corrosion resis. trent coated sprinklers have passed the standard corrosion tests of !ne appli- cable approval agencies. the testinr, !s not representative of all possible cor- rosive atmospheres. Cer,_3gr;r,ity, it is recommended that the end .;ser be crbnsulted with respect to the suitability of these coatings for any given corro- sive environment. The effects of ambi- ent temperature. concentrai on of chemicals, and gasichen,ical vefucii, should be considered. as a minimus;: along with the corrosive nature. of the chemical to arhich the sprinklers will be exposed. An intermediate level versions of the Series TY -FRB Pendent Sprinklers are detailed in Technical Data Sheet TFP356. and Sprinkler Guards are de - failed in Technical Data Sheet TFP,780 WARNINGS The Series TY -FRB Sprinkr'ers de- scribed here:,. must be installed and maintained in compliance with this document. as wet, as gvi:h the applica- ble standards of the ,National Fire Pro- tection Association, in addition to the standards of any other authorities hay. /,'79 Jurisdiction. Failure. to do sa rr7c?v ATipair the integrity of these jBvices. The owner is responsible for maintain- ing their fire protection systern and de- vices in proper operahng condition. Tie lnsraiting contractor or sprinkler manritacturer should be r;ontacied relative to any questions. Model/Sprinkler Identification Numbers TY1131 - Upright 2.8K, 112"NPT TY1231 - Pendent 2.8K, 1/2"NPT TY2131 - Upright 4.2K. 1/2"NPT TY2231 Pendent 4.2K, 112"NPT TY3131 - Upright 5.6K. '112"NPT TY3231 - Pendent 5.6K.1/2"NPT TY4131 - Upright 8.0K.3/4"NPT TY4231 - Pendent B.OK.314"NPT Technical Data Approvals UL and C -UL Listed, F114. L.PCB, and NYC Apl,roseJ. ,.F- efer iin, Table A for coin piaie a: Prov-,li intorm.wion inciudng corro;,or, rests_ ..ant stat:ms.) Maximum Working Pressure 175 psi (12,1 bar) Discharge Coefficient K=2.8 GPPvl,!psi r'` (40,3:_P',l,bart:z) K = 4.2 GF I /Psi r'= (00.5 I_P,l4,*b tr''2) K = 5.6 GM ps; V2 ($0,6 LPAr1iba,1/2) K = 8.0 GPM Psi rig (115,2 LPiklibarV ) Temperature Ratings Refer to Table A and B Finishes Sprinkler: Refer to Table A and `3 Recessed Escutcheon: While Ccat�:1, Chrome Plated; or Brass Piatsct Physical Characteristics name . B.o,,ze Button. . . . . . . . . Brass,;C.cpper Sealing .As emriv . . . . . . . . . . . . . �eryr urn ^.ilca,t ,:;Teflon', Bul:, Glass CGrr,pres5h:)n ji rev, cBri-nz - Deflector Bushing (K.=2.3) . . . . . . . Bronze Page 1 of 8 APRIL, 2003 TFP171 10age 2 of 8 TFP171 ESCUTCHEON 7116" 01.1 mm -1 STYLE !!0 or 20 PLATE SEATING�; „ ,. NOMINAL RECESSED f SURFACE 2 MAKE -11`4 'ESCUTCHEON SSt NOT DEFLECTORIs ; I. �I 2-114" mmj ---- 4 ( I i NONIIIAL j MAKE -IN I ---- 2 139.7 mm �• I 2-3fl6" -!' I 1 �iJ i WRENCH55.6 mm! FLAT'S ---- - I ---- 1 7 SSP DEFLECTOR ` i�— 2-7,'8" "/3,0 mml D;A. - -! 112" NP'('" PENDENT RECESSED PENDENT UPRIGHT CROSS SECTION 1 - Frame - - Seatings - Bwb 6 - Del.ector ' Temperature rating is indicated on deflector or adjacent io 2 - Button Assam;:i Caine:es, ur: 7 - Sush,ng orifice sea- on frame Screw "Pipe thread connections per ISO 7i 1 can be provided on special request, FIGURE 1 - QUICK RESPONSE SERIES TY -FRB UPRIGHT (TY1131) AND PENDENT (TY1131) SPRINKLERS 2.8 K -FACTOR. 112 INCH NPT ESCUTCHEON 7116" (11,1 rim) STYLE 10 or 20 PLATE SEATINGNOMINAL RECESSED SURFACE 112 *� MAKE -IN ESCUTCHEON) SSU"' I NPT DEFLECTOR X1 2-3,16" .(55,6 mm) I I I I (,11.1 mm) NOMINAL -=-- 4 1 i I - I MAKE -IN ( �` 1-1/2" (38,1 mmi �, I i { 2-3/16" j 2 I WRENCH (55,6 mm) FLATS 3 SSP DEFLECTOR' 2-71182'J73:0 mmi DIA. ----? 1!2" NPT "" 1 I' PENDENT RECESSED PENDENT UPRIGHT CROSS SECTION , h 1 - Frame 3 - Sealing 4 • suit)E - Detiecto- Temperature rating is indicated or, deflector or arflacert to 2 . Button Assemoiy 5 • Comcresslon orifice Seat Or frame. Screw "Pipe thread cenr.eclior.s per ISO 7/1 car. be provided on special request.. FIGURE.2 I' QUICK RESPONSE SERIES TY -FRB UPRIGHT (TY2131) AND PENDENT (TY2231) SPRINKLERS 4.2 K -FACTOR, 112 INCH NPT i • � 4 K T 1 � TFP171 ESCUTCHEON 7x16°;11.; mmi PLATE SEATING NOroiw: SURFACE L2• MAKE -IN 1 NPi I 2-316' } _ i5,6 mm.) T� ---T i ( (38,1 nim) SSP DEFLECTOR* PENDENT. S'-YLF 10 nr 20 RECESSED ESCUT-CHEON JSU DEFLECTOR — �t t li i I I,T1.1 mmj � r•;o^durtAL MAKE -IN ;H1.55:6 mm) I— 2-7i8° (73,0 mm) Dia. --- RECESSED PENDENT Page 3 of 8 UPRIGHT CROSS SECTION t - Frame 3 - Seaing a . Bulb g . Celtecnor ' TempeFa',uie rating is indicated or, detlector or adjacent to 2 - Button Assemofy 5 - Comaression orifice seat on frame. screw "pipe thread connections per ISO lit can be provided on special request. , FIGURE 3 QUICK RESPONSE SERIES TY -FRH UPRIGHT (TY3131) AND PENDENT (TY3231) SPRINKLERS 5.6 K -FACTOR, 112 INCH NPT ESCUTCHEON 1/2" 112,7 mrn) STYLE 30 or 40 PLATE SEATING6"1 �} NOP;IINAL RECESSED SURFACE MAKE-IrrESCUTCHEON SSU' t NPTDEFLECTOR '1) I` is 2" _ 2-5/16 %r__T711 — MO ------- ! — tI i I —~ 5 l58,7mm)—11?,7mmi ii i NOMINAL I 4 i i i l i IMAKE-IN 1.9116" I I \ i I 2 (39,7 mrnl ` i I 2-ti4" ii II I / I I J/RE.NCH _ ! �- (57,2 mmj FLATS -- -_- I 3 SSP DEFLECTOR' i 2-7 y" (73A mm) DIA. ----' 3+'4' NPT" -- - - ` PENDENT RECESSED PENDENT UPRIGHT CROSS SECTION 1. Frame 3 - Sealino <- Buiu 6 - Geliector 2 - Button asseman Temperature ratir:y is ir.dical.ed or: deflector or adjacent to / 5 • COm�!?$SICn orifice seat on frame. "Pipe thread connections per ISO 7,'1 car be provided on special request. I, FIGURE 4 QUICK RESPONSE SERIES TY -FRB UPRIGHT (TY4131) AND PENDENT (TY4231) SPRINKLERS 8.0 K -FACTOR. 314 INCH NPT Operation lihe glass Bulb contains a fluid which expands when exposed to heat. When the rated temperature is reached. the fluid expands sufficiently to shatter the glass Bulb, allowing the sprinkler to activate and water to flow. 6 Design Criteria The Series TY -FRB Pendent and Up- right Sprinklers are intended for fire protection systems designed in ac- cordance with the standard installation rules recognized by the applicable Listing or Approval agency (e.g., UL Listing is based on the requirements of NFPA 13, and FM Approval is based on the requirements of FM`s Loss Pre- ventior, Data Sheets ). Only the Style 10. 20, 30, or 40 Recessed Escutch- eon, as applicable, is to be used for recessed pendent installations. iPage 4of 8 NOTES: 1. Listed by Underwriters Laporatories, inc. (UL) as Ouick Response Sprinklers. 2. Listed by Underwriters Laboratories, Inc. for use in Canada (C -UL) as Quick Response Sprinklers. 3. Approved by Factory Mutual Research Corporation (FM*i as Ouick Response Sprin- klers. b. Approver.) by the City of New York under XIE.A 354-01-E. 7. Where Polyester Coated Sprinklers are noted to be UL and C -UL Listed, the sprin- klers are UL and C -UL Listed as Corrosion Resistant Sprinklers. Installed with Style 10 (1/2" NPT1 or Style 40 t3i4" NPT- 314" Total Adjustment Re- cessed Escutcheon, as applicable. Installed with Style 20 (1i2" NPT) or Slyle 30 (14" NPT) 1,;2" Total adjustment Re - Ysed Escutcheon., as applicable. " Frame and Deflector only. Listings and approval= apply to all colors (Special Order). N/A: Not Available TABLE A LABORATORY LISTINGS AND APPROVALS 2.8 AND 4.2 K -FACTOR SPRINKLERS TFP171 I installation The Series TY -FRS Sprinklers must be installed in accordance a4iih the lollo�r• ing insiructions: NOTES t. Co not instali any bulb !ype sprinkier if the bulb is cracked or there is a loss of liquid from the bolo. With rhe sprinkler herd norizontally, a sm'afl air bubble should be present. The diameter of the air bubble is approximately 1/16 inch (1.6 mm) for the. 1,35°F/57 'C to 3'32 inch (2.4 mm) for the 286`F,,'141 °C temperature ratings. A leak tight 1.i2 inch NPT sprinklerjoint Should be obtained with a torque of 7 to 14 ft. lbs. (9,5 to 19.0 Nm). A maxi- mum of 21 ft. lbs. (28.5 Nm) of torque may be used to install sprinklers with 112 NPT connections. A leak tight 3.%4 inch NPT sprinkler joint should be ob. tained with a torque of 10 to 20 ft.lbs. (13,4 to 26,3 Nm). A maximum of 30 it.tbs. (40.7 Nm) of torque is to be used to install sprinklers with 314 NPT con- nections. Higher levels of torque may distorl the sprinkler inlet and cause leakage or impairment of the sprinkler. Do not attempt to make-up for insuffi- cient adjustment in the escutcheon plate by under- or over -tightening the sprinkler. Readjust the,position of the sprinkler fitting to suit. The Series TY -FRB Pendent and' Up- right Sprinklers must be installed in accordance with the following instruc- tions. Step 1- Pendent sprinklers are to be installed in the pendent position, and upright sprinklers are to be installed in the upright position. Step 2. With pipe thread sealant ap- plied to the pipe threads, hand tighter, the sprinkler into the sprinkler fitting. Step 3. Tighten the sprinkler into the sprinkler fitting using only the W -Type 6 Sprinkler Wrench ('Rei. Figure 13). With reference to Figures i, 2, 3, and 4, the W -Type 6 Sprinkler Wrench is to be applied to the sprinkler wrench flats. The Series TY -FRB Recessed Pen- dent Sprinklers must be installed in accordance with the following instruc- tions. Step A. After installing the Style 10. 20. 30. or 40 Mounting Plate, as appli- cable. over the sprinkler threads and with pipe thread sealant applied to the Pipe threads. hand tighten the sprin- kler into the sprinkler fitting. Step B. Tighten the sprinkler into the SPRINKLER FINISH (See Note 7) K TYPE TEMP. BULB NATURAL CHROME WHITE"' ' LIQUID BRASS PLATED POLYESTER 135'Fi57'C Oranoi� PENDENT (TY1231) and 1. 2. 3, 5 155'Fi68"C Red 175`F779 -C Yellow r 2.9 1/2" UPRIGHT (TY1131) 2001F;93"C Green 286'F141 'C Blue NPT 135'F157'C Orange � 4 ' RECESSED PENDENT (TY2231)' 155•'F.'68°C Red 175°F. --/9"C Yellow Figure 5 1, 2. 5 200'Fi93''C Green 135'Fi57'C or'anoe RECESSED PENDENT 155`Ff68`C Red 175'Fr19'C Yellow (TY2231)'• Figure 6 200'F/93'C Green 135'Fi57'C Orange i PENDENT (TY2231) 155"F68 -`C Red 175'F,79'C Yellow and 4 2 1/2`1. UPRIGHT (TY3131) 2 200'F'93'C Green 286'Fi141'C Blue 135'F/57`C Orange NPT RECESSED PENDENT 155'F/68'C Red 175'Fi791C Yellow (TY2231)` Figure 7 200"Fi93'C Green 135'F:57''C Orange RECESSED PENDENT 155°F%681C Red Yellow (TY2231)'• I175'FR9•'C r1 Figure a 200"F,,,93'C Green NOTES: 1. Listed by Underwriters Laporatories, inc. (UL) as Ouick Response Sprinklers. 2. Listed by Underwriters Laboratories, Inc. for use in Canada (C -UL) as Quick Response Sprinklers. 3. Approved by Factory Mutual Research Corporation (FM*i as Ouick Response Sprin- klers. b. Approver.) by the City of New York under XIE.A 354-01-E. 7. Where Polyester Coated Sprinklers are noted to be UL and C -UL Listed, the sprin- klers are UL and C -UL Listed as Corrosion Resistant Sprinklers. Installed with Style 10 (1/2" NPT1 or Style 40 t3i4" NPT- 314" Total Adjustment Re- cessed Escutcheon, as applicable. Installed with Style 20 (1i2" NPT) or Slyle 30 (14" NPT) 1,;2" Total adjustment Re - Ysed Escutcheon., as applicable. " Frame and Deflector only. Listings and approval= apply to all colors (Special Order). N/A: Not Available TABLE A LABORATORY LISTINGS AND APPROVALS 2.8 AND 4.2 K -FACTOR SPRINKLERS TFP171 I installation The Series TY -FRS Sprinklers must be installed in accordance a4iih the lollo�r• ing insiructions: NOTES t. Co not instali any bulb !ype sprinkier if the bulb is cracked or there is a loss of liquid from the bolo. With rhe sprinkler herd norizontally, a sm'afl air bubble should be present. The diameter of the air bubble is approximately 1/16 inch (1.6 mm) for the. 1,35°F/57 'C to 3'32 inch (2.4 mm) for the 286`F,,'141 °C temperature ratings. A leak tight 1.i2 inch NPT sprinklerjoint Should be obtained with a torque of 7 to 14 ft. lbs. (9,5 to 19.0 Nm). A maxi- mum of 21 ft. lbs. (28.5 Nm) of torque may be used to install sprinklers with 112 NPT connections. A leak tight 3.%4 inch NPT sprinkler joint should be ob. tained with a torque of 10 to 20 ft.lbs. (13,4 to 26,3 Nm). A maximum of 30 it.tbs. (40.7 Nm) of torque is to be used to install sprinklers with 314 NPT con- nections. Higher levels of torque may distorl the sprinkler inlet and cause leakage or impairment of the sprinkler. Do not attempt to make-up for insuffi- cient adjustment in the escutcheon plate by under- or over -tightening the sprinkler. Readjust the,position of the sprinkler fitting to suit. The Series TY -FRB Pendent and' Up- right Sprinklers must be installed in accordance with the following instruc- tions. Step 1- Pendent sprinklers are to be installed in the pendent position, and upright sprinklers are to be installed in the upright position. Step 2. With pipe thread sealant ap- plied to the pipe threads, hand tighter, the sprinkler into the sprinkler fitting. Step 3. Tighten the sprinkler into the sprinkler fitting using only the W -Type 6 Sprinkler Wrench ('Rei. Figure 13). With reference to Figures i, 2, 3, and 4, the W -Type 6 Sprinkler Wrench is to be applied to the sprinkler wrench flats. The Series TY -FRB Recessed Pen- dent Sprinklers must be installed in accordance with the following instruc- tions. Step A. After installing the Style 10. 20. 30. or 40 Mounting Plate, as appli- cable. over the sprinkler threads and with pipe thread sealant applied to the Pipe threads. hand tighten the sprin- kler into the sprinkler fitting. Step B. Tighten the sprinkler into the i TFP171 Page 5 of 8 1. Listed by Underwriters Laboratories. Inc. (UL) as Quick Response Sprinklers. 2. Listed by Underwriters Laboratories, Inc. for use in Canada (C -UL) as Quick Response Sprinklers. 3. Approved by Factory Mutual Research Corporation, (FIVI) as Ouick Response Sprinklers. q. Approved by the Loss Prevention Certification Board (LPCBI as Quirk Response Sprinklers; however, the LPC does not rate the thermal sensitivity of recessed sprinklers. +. Approved by the City of New York under MEA 354-01-E. 6. VdS Approved (For details contact Tyco Fire 8 Building Products, Enschede. Netherlands, Tel. 31-53-428-4444/Fax 31-53-428-3377). 7. Where Polyester Coated and Lead Coated Sprinklers are noted to be UL and C -UL Listed, the sprinklers are UL and C -UL Listed as Corrosion Resistant Sprinklers. Where Lead Coated Sprinklers are noted to be FM Approved, the sprinklers are FM Approved as a Corrosion Resistant Sprinkler=_. '`. Installed ,,vith Style 10 (1/2" NPT) or Style 40 (3/4" NPT;i 3i4' Total Adjustment Recessed Escutcheon, as applicable. ` Installed with Style 20 (1i2" NPTi or S ae 30 614-2 NPT) 11•'2" Total Adjustment Recessed E>cutchenr,, as applicable. Frame and Deflector only. Listings and approvals apply to all colors (Special Order). N/A: Not Available TABLE B LABORATORY LISTINGS AND APPROVALS 5.6 AND 8.0 K -FACTOR SPRINKLERS sprinkler fitting using only the W -Type 7 Recessed Sprinkler Wrench (Ref. Figure 14). With reference to Figure 1, 2, 3, and 4, the W -Type 7 Recessed Sprinkler Wrench is to be applied to the sprinkler wench flats. Step C. After the ceiling has heen in- stalled or the finish coat has been ao- plied, slide on the Style 10. 20. 30, or 40 Closure over the Series TY-FR3 Sprinkler and push the Closure over the Mounting Plate until its flange comes in contact with the ceiling. SPRINKLER FINISH (See Note 7) K TYPE TEMP. BULB LIQUID NATURAL BRASS CHROME PLATED WHITE"' POLYESTER LEAD COATED PENDENT (TY3231) and rangy t. 2. 3. 4, 5.6 I 1, 2. 3. 5 x 155 -F. -'68'C Red 1.5'F179"'C YeilGr: 5.6 V21' UPRIGHT (TY3131) 200`1`+93'C Green 286'Fi141''C Blue NPT 135'Fi57IC Orange i RECESSED PENDENT 155'F.;68'C Red (TY3231)' 1 2 4.5 N;A 1%5'F/79`'C Yellow Figure 9 200' F;93"C Graen 135'1`,1'57'C Orange RECESSED PENDENT (TY3231)-- 2, 3: 4, 5 1, 2. 4, 5 N/A 1.75°F;8''C Red '61, 175'F/ 9'-C Yellow Figure 10 207F!9"s=G Greer. 135'Fi57'C Orange PENDENT (TY4231) 15YF/681C Red 175`F791C Yellow 8.0 3;4•' and UPRIGHT (TY4131) 1. 3, 4, 5, o 2, 1.2:5 P00°F193'C Green 286'1`11411C Blue NPT 13YR57"'C Green RECESSED PENDENT (fY4231)' 1, 2. 4, 5 NIA 155"F,168'C Orange 175'Fi79"C Red t' Figure 11 200°Fi93'C Yellow 135'F/57`'C Orange RECESSED PENDENT (TY4231)-- 1: 2, 3. 4. 5 N/A 155"F.;68°C Red 175''F/79" C Yellow (i. Figure 12 200'1`193-C Green 1. Listed by Underwriters Laboratories. Inc. (UL) as Quick Response Sprinklers. 2. Listed by Underwriters Laboratories, Inc. for use in Canada (C -UL) as Quick Response Sprinklers. 3. Approved by Factory Mutual Research Corporation, (FIVI) as Ouick Response Sprinklers. q. Approved by the Loss Prevention Certification Board (LPCBI as Quirk Response Sprinklers; however, the LPC does not rate the thermal sensitivity of recessed sprinklers. +. Approved by the City of New York under MEA 354-01-E. 6. VdS Approved (For details contact Tyco Fire 8 Building Products, Enschede. Netherlands, Tel. 31-53-428-4444/Fax 31-53-428-3377). 7. Where Polyester Coated and Lead Coated Sprinklers are noted to be UL and C -UL Listed, the sprinklers are UL and C -UL Listed as Corrosion Resistant Sprinklers. Where Lead Coated Sprinklers are noted to be FM Approved, the sprinklers are FM Approved as a Corrosion Resistant Sprinkler=_. '`. Installed ,,vith Style 10 (1/2" NPT) or Style 40 (3/4" NPT;i 3i4' Total Adjustment Recessed Escutcheon, as applicable. ` Installed with Style 20 (1i2" NPTi or S ae 30 614-2 NPT) 11•'2" Total Adjustment Recessed E>cutchenr,, as applicable. Frame and Deflector only. Listings and approvals apply to all colors (Special Order). N/A: Not Available TABLE B LABORATORY LISTINGS AND APPROVALS 5.6 AND 8.0 K -FACTOR SPRINKLERS sprinkler fitting using only the W -Type 7 Recessed Sprinkler Wrench (Ref. Figure 14). With reference to Figure 1, 2, 3, and 4, the W -Type 7 Recessed Sprinkler Wrench is to be applied to the sprinkler wench flats. Step C. After the ceiling has heen in- stalled or the finish coat has been ao- plied, slide on the Style 10. 20. 30, or 40 Closure over the Series TY-FR3 Sprinkler and push the Closure over the Mounting Plate until its flange comes in contact with the ceiling. `Page 6 of 8 ! 17J.01 115.9.6.1 mini DIA. I ., I ,r,' 1;J5,4 •min, j !S7; FACE OF ! . nm i 1 SPRINKLER MOUNTING i I I PLATE FITTING - i : 'til' J 1 t:iOUNTIP: C. t SURFACE Gam% ------ �r CLOSUP.E SERIES 15ito" (33.3 mm-,.' TY-r'R3 tai 15" t20..5 r±;-!,' FIGURE 5 SERIES TY -FAB RECESSED PENDENT WITH TWO-PIECE 314 INCH TOTAL ADJUSTMENT STYLE 10 RECESSED ESCUTCHEON 2.8 K -FACTOR, 112 INCH NPT �. 2.718" CIA. (73,o mm} UTA.,,a • ! . l5;? mmj FACE OF 1 '57,2 mmi i E.IOUNTING PRINKLER j i' FrFTING PLATE iP..2mmi 1 I1 MOUNTING ! I SURFACE CLOSURE'(� ,8 mmj TY•FRE 31e' (13,11 nrn} FIGURE 7 �j. SERIES TY -FAB RECESSED PENDENT (! WITH TWO-PIECE 314 INCH TOTAL ADJUSTMENT STYLE 10 RECESSED ESCUTCHEON 4.2 K -FACTOR, 112 INCH NPT Care and Maintenance The Series TY -FRB Sprinklers must be rTtaintained and serviced in accord- ance with the following instructions: NOTES Before closing a fire protection sysfern main control waive for maintenance work on the fire protecticr, system that it controls. permission to shut down the affected fire prolection system must be obtained from the proper authorities andall personnel who may be affected by this action must be notified. Absence of an escurcheon, which is TFP171 —_- 24i8' 01A.. _..—_� ;2_11' '3" I __! 12.7 _^Irn) . 112.7=3.2 mcrl _— 2-t!." GIA.. yl f V_q 116FACE F ,--- mm1 I i SFFI! HOEP l ! TJ l N'IOUNTING 1 1 T FITING I i t t ! ---.�. — ---- I ;Z.mr,l MoUCdTING Sk,RFACE. CLOSURE SERIES t.5it6'!33.Jmrn1` TY-FP.8 t-11t5'(270mm) FIGURE 6 SERIES TY -FRB RECESSED PENDENT WITH TWO-PIECE 1/2 INCH TOTAL ADJUSTMENT STYLE 20 RECESSED ESCUTCHEON 2.8 K -FACTOR, 112 INCH NPT I 2-7.!8. U!A' -- (73,0 mm) (72.7mm) mm) FACE OF! ! f57,2 mm ! . j MOUNTING PR!NKLEa PLATE 1 FITTING =- I I I (3,2 rtm) F,JOUNTLVG �i i SURFACE ! `_ r 1 CLOSURE' SERIES 1_1111_3'1.2 mr:I)-i Tr-FnE !" (25,4 mml FIGURE 8 SERIES TY -FRB RECESSED PENDENT WITH TWO-PIECE 112 INCH TOTAL ADJUSTMENT STYLE 20 RECESSED ESCUTCHEON 4.2 K -FACTOR, 112 INCH NPT used to cover a clearance hcte, may delay the time to sprink!er operafion in a fire situation. Sprinklers that are found to be leaking or exhibiting visible signs of corrosion must be replaced. Automatic sprinklers must never be painted, plated, coated or otherwise altered alter leaving the factory. Modi- fied sprinklers must be replaced. Sprinklers that have been exposed to corrosive products of combustion, but have not operated, should be replaced if they cannot be completely cleaned by wiping the sprinkler with a cloth or by brushing it with a soft bristle brush. Care must be exercised to avoid dam- age to the sprinklers - before, during, and after installation. Sprinklers dam- aged by dropping, striking. wrench twisUslippage, or the like, must be re- placed. Also, replace any sprinkler that has a cracked bulb or that has lost liquid from its bulb. (Ref. Installation Section). Frequent visual inspections are rec- ommended to be initially performed for corrosion resistant coated sprinklers, after the installation has been corn- pleted, to verify the integrity of the cor- rosion resistant coating. Thereafter, annual inspections per NFPA 25 should suffice; however, instead of in- specting from the floor level, a random sampling of close-up visuai inspec- tions should be made, so as to better determine the exact sprinkler condi- i' TFP171 �_— 2-7r?" DIA. — 4. (73.0 m n 1, r . .- . { r-1iC' QIA •- .6.4 mm; ' FACE OF j �� ' T�n; y SPRINKLES? I r r'OUNTIF" ` FrrIING { / PLa'fE 1 ,! Jr:!our:TlrJG SURFACE % 1 i f CLOSURE SERIES t-ti4" 131,8 - m; { TY -FRB -- ----- 3`4"(19,1 mm) FIGURE 9 SERIES TY -FRB RECESSED PENDENT ' WITH TWO-PIECE 314 INCH TOTAL ADJUSTMENT STYLE 10 RECESSED ESCUTCHEON 5.6 K -FACTOR, 1/2 INCH NPT (75,96,4 mmj FACE OF SPRINKLER FITTING Mout•JTivc; SURFACE 2-716" DIA. (73,Omm1 ' 3�4'!t9.t mrnl 2-1!4" DIA. 1;4"16.4 umn (5?,2 mm) ' MOUNTINfY ` CLOSURE SERIES Pf-FRB PLArE 2 min, :II 1 mmJ 13/16',120,6 mm: FIGURE 11 SERIES TY -FRB RECESSED PENDENT WITH TWO-PIECE 3/4 INCH TOTAL ADJUSTMENT STYLE 40 RECESSED ESCUTCHEON 8.0 K -FACTOR, 3/4 INCH NPT tion and the long term integrity of the corrosion resistant coating, as it may be affected by the corrosive conditions present. The owner is responsible for the in- ipection, testing, and maintenance of Ipeir fire protection system and de- vices in compliance With this docu- ment, as well as with the applicable standards of the National Fire Protec- tion Association (e.g., NFPA 25), in addition to the standards of any other luthorities having jurisdiction. The in- stalling contractor or sprinkler manu- facturer should be contacted relative to any questions. It is recommended that autorrlatic SIprinkier systems be inspected, tgsted, and maintained by a qualified Inspection Se.✓ice. Page 7 of 8 ` '73.0 in !:2" I Ir.=mr_ll 2-1'-' CIA.. 114° 1t'.4 mm` I FATE OF 157. mrn': I I MOUNTING i I SPRINKLERF? i 'LASE FIT'fl".G t y MOUNTIN SURFACE �' CLOSURE SERIES 1 TY -FRB 1" !25.4 mml FIGURE 10 SERIES TY -FRB RECESSED PENDENT WITH TWO-PIECE 1/2 INCH TOTAL ADJUSTMENT STYLE 20 RECESSED ESCUTCHEON 5.6 K -FACTOR, 112 INCH NPT 2-7i8" DIA. t,'2_1rH" I 03,0m;n) ---�! 1_2" 02.7;nri; !12,7_3,2 mm) !�L-1r4"DIA. 1 1;4"!6,1riimj (`7,2 mm) FACE OF —_� I YIOUNTING. SPRINKLER t I PLATE FITTING 1 ! }} f I I t i i J 1!8" inm) 4 t:106NTING SURFACE I I i---- -- CLOSURE SERIES 1-5;16"i33.3 n_m; TY -FRB t-1116" t2?,0 mm) FIGURE 12 SERIES TY -FRB RECESSED PENDENT WITH TWO-PIECE 1/2 INCH TOTAL ADJUSTMENT STYLE 30 RECESSED ESCUTCHEON 8.0 K -FACTOR, 3/4 INCH NPT \dRcNGH USED !END "A" USEDD FFON WRENCH' RECESS ,END "B" USED FOR 14" NPT MODELS) FIGURE 13 W -TYPE 6 SPRINKLER WRENCH WRENCH RECESS PUSH WRENCH IN TO ENSURE EiiNIG AGEh1EN7. WITH SPRINKLER `:VREN;-,HITVG AHEA FIGURE 14 W - TYPE 7 RECESSED SPRINKLER WRENCH 'Page 8 of 8 ;. P/N 57- XXX -X-XXX MODE_ SIN 330 I ?BK UPRIGHT(1i2'NPT) T`t`1131 1331 2.8K PENDENT (1/2"NPT) TY 1231 340 4.2KUPFIGHT(1/2"NPT) TY2131 331 4.2K PENDENT i1;Z'NPTi TY2231 370 5.6KUPRIGHT(1,'2'NPTj TY3t31 371 5.6K PENDENT (1/2"NPT) TY3231 390 8.01K UPRIGHT (3/4"NPT) TY4131 391 8.0K PENDENT (3 3'NPT) TY4231 SPR;NKLER 1 NATURAL BRASS ti WHITE POLYESTER g CHROME PLATED 7 LEAD COATED TABLE C PART NUMBER SELECTION SERIES TY -FRB PENDENT AND UPRIGHT SPRINKLERS TFP171 it IPERATURE RATING 135 1 135'F J7 C 155 15 Fr68'C 175 175'F;79 -C 200200'F'i93°C 286 286"F!141'C j1 Limited irnited ORY, FOR INCIDENTAL, INDIRECT, cutcheon with (specify finish), P/N SPECIAL OR CONSEQUENTIAL (specify): Warranty DAMAGES. INCLUDING BUT NOT LIMITED TO LABOR CHARGES, RE- 112" (15 mm) Products manufactured by Tyco Fire Products are warranted solely to the original Buyer for ten (10) years �gainst defects in material and work- manship when paid for and properly installed and maintained under normal use and service. This warranty will ex- pire ten (10) years troln date of ship- ment by Tyco Fire Products. No war- tanty is given for products or components manufactured by compa- nies not affiliated by ownership with Tyco Fire Products or for products and components which have been subject to misuse; improper installation, corro- sion, or which have not been installed lmaintained, modified or repaired in ac"6ordance with applicable Standards of the National Fire Protection Associa- tion. and/or the standards of any other Authorities Having JUrisdiction. Mate - dZs found by Tyco Fire Products to be ective shall be either repaired or gj6placed, at Tyco Fire Products' sole option. Tyco Fire Products neither as. sumes, nor authorizes any person to assume for it. any other obligation: in connection ,,vith the sale of products or parts Of products. Tyco Fire Preclucts ghall not be responsible for sprinkler system design errors or inaccurate or incomplete information supplied by Buyer or Buyer's representatives. IN NO EVENT SHALL TYCO FIRE PRODUCTS BE LIABLE, IN COW TRACT. TORT, STRICT LIABILITY OR UNDER ANY OTHER LEGAL THE. GARDLESS OF WHETHER TYCO FIRE PRODUCTS WAS INFORMED ABOUT THE POSSIBILITY OF SUCH DAMAGES, AND IN NO EVENT SHALL TYCO FIRE PRODUCTS' LI- ABILITY EXCEED AN AMOUNT EQUAL TO THE SALES PRICE. MADE IN LIEU OF ANY AND ALL OTHER WARRANTIES EXPRESS na IMPLIED INCLUDING WARRANTIES QF MER-CHANTABILITY AND F1T- NESS FOR A PARTICULAR PUR- Ordering Procedure When planing an order, indicate the full product name. Refer to the Price List for comelete listing of Part Numbers. Contact your local distribljlcr for avail- at')Illty. Sprinkler Assemblies with NPT Thread Connections: Specify: iSGeC0y Modei;S1N). Quick Response, ispecily K -tactor; (specify temperature rating,, Series TY -FRB (specify Pendent or Upright) Sprinkler with fspecify type of finish or coating), R'N isoecily ,rom Tabie C). Recessed Escutcheon: Specify: Style (specify) Recessed Es- Style 10 Chrome Plaled ......... PiN 56.701-9.010 112" (15 mm) Style 10 white Co:cr Cowed ..... ........... IPIN 56-701-4-010 1:2' (1s mm) Style 10 81'ass Puled ........... R,'N 56-701-2-010 V2' (15 mm) Style 20 Chrome Plaled .........; P;N 56-705-9-171-) lit, f 1 mm ' Style 20 While Color Coaled ................. P'N 56-705-4-010 1/2" (15 mm) style 20 Brass Plated ........... PIN 56-705-2.010 3'4'• (20 mrn) < Styie 30 Chrome Plated ..........� P.N 56-705-y-011 3,4" I20 mrn) Style 30 white Coa-i Coated ................ P;N 56.705-4-011 34" (20 mm) style 30 Brass Plated ...........t PIN 56-705-'2-01 1 3'<' (20 mrn; Style 40 Chrome Pl it>_:i . ....... PrN 56-700-9-010 3/4" (20 mm; Slvle 40 white Color Coated ................ Pit: 56.700-4-010 3i4" i20 mm: Style u Brass P aced ........... P/r< 56.7I oo-^-010 Sprinkler Wrench: Specify: W -Type 6 Sprinkler Wrench. PIN 56-000-6-387. Specify: W -Type 7 Sprinkler Wrench. P/N 56-870-4-001. TYCO FIRE PRODUCTS. rbrh Carron .Averu=. Larsdale. Pern,s,ilvaria 19415 i Sprinkler Head Cabinet Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Product Technical Description Data Central Sprinkler Head Cabinets Model: Sprinkler Head Cabinet are constructed of a metal enclosure Style: 3, 6 or 12 head with a hinged cover designed to provide on-site storage of an Standard Finish: Red enamel erfiergency supply of sprinkler heads Mfgr. Source: Non-domestic and a sprinkler head wrench. Capacity: 3 sprinkler heads NFPA 13 requires.a representative 6 sprinkler heads number of each type of sprinkler 12 sprinkler heads head used in a sprinkler system to be stored in a cabinet -on-site to allow for Dimensions: immediate removal and replacement 3 head - 5" high x 7W long x 2W deep ofisprinklers which may have 6 head - 5" high x 14" long x 3%" deep operated or become damaged. 12 head - 5" high x 14'/" long x 5" deep Central Sprinkler Head Cabinets Weight: 3 head - 1.5 lbs. are manufactured of heavy gauge 6 head - 2.3 lbs. ste'el with knock -outs to 12 head - 4 lbs. accommodate either Y2" or %" N.P.T. threaded sprinkler heads and are painted an attractive red enamel. They are available in three (3), six (6) orltwelve (12) head capacity. I (3,68 12 Head Sprinkler Head Cabinet d No. 28-6.0 rAInstallation . I Cehtral's Sprinkler Head Cabinet is designed with two Y16" diameter holes for wall mounting or direct attachment to the system riser with a strap -type hanger. The Cabinet should be installed at or near the system control valve' and must be stocked with an adequate supply of spare sprinklers and a sprinkler wrench. The stock of spare sprinklers should include sprinklers of each type and temperature rating as are installed in the sprinkler system, in the following quantities: . Sprinklers Spare Sprinklers In System Required under 300 6 30p-1000 12 oveh1000 24 The Cabinets are designed to accept both ii`and 3/4" N.P.T. threaded sprinklers. For X" N.P.T. sprinklers, leave the removable knockout in the hole. For %" N.P.T. sprint ers, insert a screwdriver blade from the front top of the shelf and under the near bottom part of the knockout annular ring. Press the screwdriver handle down to remove the knockout ring. The hole, with the knockout ring removed, will accept a %" N.P.T. sprinkler. 5 ©1994 Central Sprinkler Company Printed in U.S.A. Care & Orderin_9 M Maintenance n Information The Cabinet, wrench, and stock of When placing an order, indicate the spare sprinklers should be inspected full product name. Please specify the at least quarterly. The following items quantity, model, style, capacity, and should be checked: size. Sprinklers, wrenches, and hard - 1. The Cabinet should be readily ware for hanging are not supplied accessible, and not exposed to with the Cabinet. They must be a corrosive atmosphere or ordered separately. temperatures in excess of 100°F/38°C. 2. The stock of spare sprinklers should include an adequate number'of each type and temperature rating. 3. The stock of sprinklers must be in good condition. 4. A sprinkler wrench of the appropriate type must be included in the Cabinet. CENTRAL Central Sprinkler Company 451 North Cannon Avenue, Lansdale. PA 19446 Phone (215) 362-0700 FAX (215) 362-5385 Availability and Service: Central sprinklers, accessories, and other products are available throughout the -- U.S. and Canada, and internationally _ - - through a network of Central Sprinkler distribution centers. You may write directly to Central Sprinkler Company, or call (215) 362-0700 for the distributor nearest you. Guarantee: Central Sprinkler Company will repair and/or replace any products found to be defective in material or workmanship within a period of one year from date of shipment. Please refer to the current Price List for further details of the warranty. Conversion Table: 1 inch = 25.400 mm 1 foot = 0.3048 M 1 pound = 0.4536 kg Conversions are approximate. Hd.Cab.2 � 7 r Riser Check Valve ;Figure 590FR Tyco Fire Products -- www.tyco-grooved.com EENTRAL 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 — USA (Customer Service/Sales: Tel: (215) 362-0700 / Fax: (215) 362-5385 �echnical Services: Tel: (800) 381-9312 / Fax: (800) 791-5500 Grooved Piping Products General i Description See Fire Protection Submittal Sheet for FM pressure rating and Listing and Approval information Figure 590FR Fire Protection Riser Check Valves are compact and rugged swing -type nits that allow water flow in one direction nd prevent flow in the opposite direction. 1~hey are manufactured with a ductile iron body and a stainless steel clapper assembly for sizes 21/2"4' (60.3 - 219. lmm). A resilient elastomer seal facing on the spring loaded clapper ensures a leak tight seal and a4n0n.sticking operation. All Figure 590FR dheck Valves are designed to minimize water hammer caused by flow reversal. The valves are furnished with grooved ends and can be installed using grooved couplings. The Figure 590FR can be ihstalled with ANSI class 150 Flanges utilizing our Figure 71 flange adapters and also ANSI class 300 Flange Adapters on the upstream connection. Should these connections be desired on the downstream connection, longer 1h' gauge nipple clonnections are required for clearance. All Figure 590FR Check Valves have been designed with a removable cover for ease of field maintenance. They may be installed in either horizontal or vertical piping systems. Applications: Figure 590FR Riser Check Valves are intended for use in a wet type automatic sprinkler system riser, as a more attractive and economical alternative to the alarm check valve. Provision must be made I& a local alarm, using an approved flow switch (not included). Technical Data Figure: 590FR Sizes: 21/2", 3", 4', 5', 6", and 8' Maximum Working Pressure: 300 psi (2068 kPa) Factory Hydro Test: 100% at 600 psi (4137 kPa) - Seat and Shell Complies with test requirements of MSS SP -71, UL, ULC and FM Approvals: UL, FM, and ULC; See Fire Protection Submittal Sheet for exact Listing /Approval information. Manufacturing Source: Domestic Body and Cap: Ductile iron conforming to ASTM A-536, Grade 65-45-12 Clapper: 304 Stainless Steel Seal: Grade "E" EPDM; See Gasket Grades and Recommendations Sheet for aid in selecting the proper seal. Protective Coatings: Valve Assembly - Non -lead orange paint Trim - (sold separately, unassembled) - Black or Galvanized Ordering Procedure Ordering Information: When placing an order, indicate the full product name. Please specify the quantity, figure number, type of seal, EPDM "E", and size. Availability and Service: Grooved Piping Products, valves, accessories and other products are available throughout the U.S., Canada, and internationally, through a network of distribution centers. You may write directly or call 215-362-0700 for the distributor nearest you. Care and Maintenance The owner is responsible for the inspection, testing, and maintenance of their fire protection system and devices in accordance with the applicable standards of the National Fire Protection Association (e.g., NFPA 25), in addition to the standards of any authority having jurisdiction. The installing contractor or product manufacturer should be contacted relative to any questions. Any impairment must be immediately corrected. It is recommended that automatic sprinkler systems be inspected, tested, and maintained by a qualified Inspection Service. Limited Warranty Products manufactured by Tyco Fire Products are warranted solely to the original Buyer for ten (10) years against defects in material and workmanship when paid for and properly installed and maintained under normal use and service. This warranty will expire ten (10) years from date of shipment by Tyco Fire Products. No warranty is given for products or components manufactured by companies not affiliated by ownership with Tyco Fire Products or for products and components which have been subject to misuse, improper installation, corrosion, or which have not been installed, maintained, modified or repaired in accordance with applicable Standards of the National Fire No. 14-1.0 -j Limited Warranty (Cont.) I Protection Association (NFPA), and/or the standards of any other Authorities Having Jurisdiction. Materials found by Tyco Fire Products to be defective shall be either repaired or replaced, at Tyco Fire Products' sole option. Tyco Fire Products neither assumes, nor authorizes any person to assume for it, any other obligation in connection with the sale of products or parts of products.. Tyco Fire Products shall not We responsible for sprinkler system design errors or inaccurate or incomplete information supplied by Buyer or Buyer's representatives. IN NO EVENT SHALL TYCO FIRE 'PRODUCTS BE LIABLE, IN CONTRACT, TORT, STRICT LIABILITY OR UNDER ANY OTHER LEGAL THEORY, FOR INCIDENTAL, INDIRECT, SPECIAL OR CONSEQUENTIAL DAMAGES, INCLUDING BUT NOT LIMITED TO LABOR CHARGES, REGARDLESS OF WHETHER TYCO FIRE PRODUCTS WAS INFORMED ABOUT THE POSSIBILITY OF SUCH �AMAGES, AND IN NO EVENT SHALL TYCO FIRE PRODUCTS' LIABILITY EXCEED AN AMOUNT QUAL TO THE SALES PRICE. THE FOREGOING WARRANTY is MADE LIEU OFANYAND ALL OTHER WARRANTIES EXPRESS OR IiM_PLIED. INCLUDING WARRANTIES OF MERCHANTABilu Y AND FrT NESS FOR A PARTICULAR PURPOSE Figure 590FR Check Valve - FLGbtir RATE (LPN: - 111111■tt■■■ri■�otttt�Itt■■■■a��att�ar■■ri■■o1 ��■■■■111 ���■I�■IIA�II�■ I ■■111 Woo ��■■■■111/I■■%■��I�/. �Ii■■■111 r_r r•.■■■■r cta...r..�■■■no r�1 r..22=0081■■ ��■■■■IIIii7�I�a:�1■�Ji1a7`)■■■■111 �s��.i:::i�i�7it:D::7■�i���C�::: ■■■■.���.�■ ....■���1111111111=wuvwn 5■1I.III�/ /■Odll��N■■■111 �12110111.1� OF11111NMI 11111 �I/■I.■/i/1//.�■■■�111��■■■■111 ��I.ra/%111%Im■■■■111��■■■■111 Ott■r■■MEMOS t� 0000 0000 11th ■ ■ ■ ■111 Note: It is good piping practice to appy a safety factor of 15% to 20% to the values in the above table for design purposes. Trim Kit 21/2' 8 3" Riser Check Valve Main Drain 1'/4'X 21/2" Nipple V/4' M X F Ball Valve V/4' 90' Elbow Gauge (system side) 0-300 psi Gauge 1/4' X 2' Nipple 74" Three -Way Globe Valve '/4 Plug Gauge (supply side) 0-300 psi Gauge 1/4" X 5" Nipple '/4" Three -Way Globe Valve '/d' Plug Note: Trim Kit is sold separately, unassembled Trim Kit 4', 5', 6' & 8 - Riser Check Valve Main Drain 2" X 2'/2' Nipple 2' M X F Ball Valve 2' 90° Elbow Gauge (system side) 0-300 psi Gauge 1/4" X 2' Nipple 'A" Three -Way Globe Valve '/4' Plug Gauge (supply side) 0-300 psi Gauge '/a X 5' Nipple '/.,'Three -Way Globe Valve /4' Plug General Notes: It is the Designer's responsibility to select products A B C D Net Wt. Size Inches Inches Inches Inches lbs. MM mm mm mm Kg. 8.00 12.53 3.88 13.20 10.0 2'la 203.2 318.3 98.6 335.3 4.5 8.37 T. 3.88 13.65 11.0 3 212.6 330.7 98.6 346.7 5.0 9.63 14.38 4.96 15.38 25.0 4 244.6 365.3 126.0 390.7 11.3 10.50 14.95 4.96 29.0 5 266.7 379.7 126.0 13.2 11.50 15.25 4.98 47.0 6 292.1 387.4 126.5 21.3 14.00 16.37 5.48 66.0 8 355.6 415.8 139.2'9 29.9 FLGbtir RATE (LPN: - 111111■tt■■■ri■�otttt�Itt■■■■a��att�ar■■ri■■o1 ��■■■■111 ���■I�■IIA�II�■ I ■■111 Woo ��■■■■111/I■■%■��I�/. �Ii■■■111 r_r r•.■■■■r cta...r..�■■■no r�1 r..22=0081■■ ��■■■■IIIii7�I�a:�1■�Ji1a7`)■■■■111 �s��.i:::i�i�7it:D::7■�i���C�::: ■■■■.���.�■ ....■���1111111111=wuvwn 5■1I.III�/ /■Odll��N■■■111 �12110111.1� OF11111NMI 11111 �I/■I.■/i/1//.�■■■�111��■■■■111 ��I.ra/%111%Im■■■■111��■■■■111 Ott■r■■MEMOS t� 0000 0000 11th ■ ■ ■ ■111 Note: It is good piping practice to appy a safety factor of 15% to 20% to the values in the above table for design purposes. Trim Kit 21/2' 8 3" Riser Check Valve Main Drain 1'/4'X 21/2" Nipple V/4' M X F Ball Valve V/4' 90' Elbow Gauge (system side) 0-300 psi Gauge 1/4' X 2' Nipple 74" Three -Way Globe Valve '/4 Plug Gauge (supply side) 0-300 psi Gauge 1/4" X 5" Nipple '/4" Three -Way Globe Valve '/d' Plug Note: Trim Kit is sold separately, unassembled Trim Kit 4', 5', 6' & 8 - Riser Check Valve Main Drain 2" X 2'/2' Nipple 2' M X F Ball Valve 2' 90° Elbow Gauge (system side) 0-300 psi Gauge 1/4" X 2' Nipple 'A" Three -Way Globe Valve '/4' Plug Gauge (supply side) 0-300 psi Gauge '/a X 5' Nipple '/.,'Three -Way Globe Valve /4' Plug General Notes: It is the Designer's responsibility to select products suitable for the intended service and to ensure that pressure ratings and performance data is not exceeded. Always read and understand the installation instructions (IH -1000). Never remove any piping component nor correct or modify any piping deficiencies without first r I depressurizing and draining the system. Material and gasket selection \ 900, I i should be verified to be compatible for the specific application. Printed in U.S.A. 4-01 r. i . S 1 Butterfly Valve 'Figures 570 and 580 Tyco Fire Products — www.tyco-grooved.com 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 --- USA Customer Service/Sales: Tel: (215) 362-0700 / Fax: (215) 362-5385 Technical Services: Tel: (800) 381-9312 / Fax: (800) 791-5500 General description } V U� FM lC O See Fire Protection Submittal Sheet for pressure rating and Listing and Approval information Vigures 570 and 580 Butterfly Valves are specifically designed to provide for efficient pontrol of fire protection water supplies. The Figure 570 is designed to operate in systems up to and including 175 psi. The Figure 580 is designed to meet the increasing pressure requirements of the Fire Protection Industry with a maximum operating pressure of 300 psi. Flow may be from either direction, and the valves may be positioned in any orientation. The valves are furnished with grooved ends and can be easily adapted to flanged components utilizing our Figure 71 Class 150 flange Adapters. The body and disc construction provides for increased strength and durability. The Figure 570 and 580 Butterfly Valves are provided with 2 sets of SPOT Supervisory Switches for use in outdoor and ipdoor applications. A high strength conventional stainless steel upper stem is provided for dependability as compared to iron upper stems provided by others. The surfaces at the upper stem and lower trunnion areas incorporate a reduced dynamic torque and anti -compression set design to ensure low operating torque and increased seal longevity. This innovative feature prevents elastomeric failure of the disc encapsulation that is commonly experienced with other .manufacturers. This is accomplished by providing uniform compression throughout the opening and closing operation of the disc. Other manufacturers have non-uniform compression, which results in permanent compression set and subsequent splitting of the material and undermining of the seal. Technical Data Figure: 570 and 580 Sizes: 570 - 214", 3", 4", 5", 6", 8", 10" and 12' 580 - 21/2 3", 4", 5", 6", 8", 10" and 12" Max. Working Pressure: Figure 570 = 175 psi (1,207 kPa) Figure 580 = 300 psi (2,068 kPa) Approvals: UL, FM, and ULC (indoor and outdoor use) Note:The 8" - 12' Figure 580 are FM Approved only. Manufacturing Source: Domestic Materials of Construction: Body: Ductile iron in accordance with ASTM A-536, Grade 65-45-12 Body Coating: Orange Epoxy Disc: Ductile Iron in accordance with ASTM A-536, Grade 65-45-12. Disc Seal: Grade E EPDM encapsulated rubber in accordance with ASTM 0-2000 See Gasket Grades and Recommendations Sheet for aid in selecting the proper seal. Upper Stem: (Figures 570 i3 580) Type 440 Stainless Steel (2'/2" - 8") Type 17-4 Stainless Steel (10" - 12") Lower Plug/Stem: Figure 570: C360 Brass (214" - 8') Type 17-4 Stainless Steel (10" - 12") Lower Stem: Figure 580: Type 17-4 Stainless Steel (2%z" - 12") Operator: Gear operator with Iron housing - coated with Black Epoxy. Bracket: Steel - Black Zinc Plated Factory Hydro Test: 100% ® two times pressure rating in accordance with MSS -SP -67, UL, ULC, and FM requirements. CENTRAL Grooved Piping`Products Installation In piping systems, butterfly valves should be located where they will be readily accessible for operation, inspection, and maintenance. When a valve "closes hard", it may be due to debris lodged in the sealing area. This may be corrected by backing -off the handwheel and closing it again, several times if necessary. The valve should never be forced to seat by applying a wrench to the handwheel as it may distort the valve components or score the sealing surfaces. Before installing conduit at the actuator, remove the rubber grommet at the connection. Important: All replacement parts must be obtained from the manufacturer to assure proper operation of the valve. To prevent rotation of the valve, it is recommended that the Butted;ly Valve be installed with rigid type couplings, such as the Figure 572 or.772 Coupling. If flexible couplings are used, additional support may be needed to prevent rotation. Ordering Procedure Ordering Information: When placing an order, indicate the full product name. Please specify the quantity, figure number, type of disc seal, EPOM "E", and size. Availability and Service: Grooved Piping Products, valves, accessories and other products are available throughout the U.S., Canada, and internationally, through a network of distribution centers. You may write directly or call 215-362-0700 for the distributor nearest you. No. 15-3.0 /i Limited Warranty Products manufactured by Tyco Fire Products are warranted solely to the original Buyer for ten (10) years against defects in material and workmanship lWhen paid for and properly installed and maintained under normal use and service. This warranty will expire ten (10) years from date of shipment by Tyco Fire Products. No warranty is given for products or components Imanufactured by companies not (affiliated by ownership with Tyco Fire Products or for products and components which have been subject to misuse, improper installation, corrosion, or which have not been installed, maintained, modified or repaired in accordance with applicable Standards of the National Fire Protection Association (NFPA), and/or the standards of any other Authorities Having Jurisdiction. Materials found by Tyco Fire Products to be defective shall be either repaired or replaced, at Tyco Fire Products' sole option. Tyco Fire Products neither assumes, nor authorizes any person to assume for it, any other obligation in connection with the sale of products or parts of Rroducts. Tyco Fire Products shall not be responsible for sprinkler system design errors or inaccurate or incomplete information supplied by Buyer or Buyer's representatives. IN NO EVENT SHALL TYCO FIRE PRODUCTS BE LIABLE, IN CONTRACT, TORT, STRICT LIABILITY OR UNDER ANY OTHER LEGAL THEORY, FOR INCIDENTAL, INDIRECT, SPECIAL OR CONSEQUENTIAL DAMAGES, INCLUDING BUT NOT LIMITED TO LABOR CHARGES, REGARDLESS OF WHETHER TYCO FIRE PRODUCTS WAS INFORMED ABOUT THE OOSSIBILITY OF SUCH DAMAGES, FND IN NO EVENT SHALL TYCO IRE PRODUCTS' LIABILITY EXCEED AN AMOUNT EQUAL TO THE SALES PRICE. THE FOREGOING WARRANTY IS MADE IN LIEU OFANYANDALL OTHER WARRANTIES EXPRESS OR IMPLIED INCLUDING WARRANTIES OF MERCHAAMABILITYAND FrrNESS FOR A PARTICULAR PURPOSE I. , I 1CyC0/%1.��,. is ;";r�: Tyr. o i•ir? l Frprit�c!'s i Care and Maintenance The owner is responsible for the inspection, testing, and maintenance of their fire protection system and devices in accordance with the applicable standards of the National Fire Protection Association (e.g., NFPA 25), in addition to the standards of any authority having jurisdiction. The installing contraiab- or Product manufacturer should be contacted relative to any questions. Any impairment must be immediately corrected. It is recommended that automatic sprinkler systems be inspected, tested, and maintained by a qualified Inspection Service. Figures 570 and 580 POSITION INDICATOR i C i ; A kG ._.J.B-D Front view with Side view with valve open valve open Switch Rating: r. . aryT�mp<.; ,.�i`tnl' a.,: 10A 125.250 VAC �tr�•;:i•u,rt; ;,:;pe:,�isa.y 0.25A 250 VDC ..a•'tP 5ehy ^I:;a'; Ctrs,;• 0.50A 125 VDC ec End of ams rt-ac:iaix::� WIRING !:,,:.ti.,,• ,,:;:�,,:, �� n„r,;,, h DIAGRAM R�li;n�t;y H:rNnH Jhri ci;ii)u � END OF DISC DOES NOT EXTEND BEYOND VALVE BODY. Note: Contact Tyco Fire Products for 111' and 1Y availability. General Notes: It is the Designer's responsibility to select products suitable for the intended service and to ensure that pressure ratings and performance data is not exceeded. Always read and understand the installation instructions (I1-1-1000). Never remove any piping component nor correct or modify any piping deficiencies without first depressurizing and draining the system. Material and gasket selection should be verified to be compatible for the specific application. Printed in U.S.A. 4.01 A B G D E F G Weight Size Inches Inches Inches Inches Inches Inches Inches Lbs. MITI mm mm mm mm mm ; mm Kg. 5.34 10.41 7.22 2.88 3.81 5.7.2 12.0 2 V 135.6 264.4 183.4 73.0 96.8145.3 N/A 5.4 5.67 11.38 8.75 3.50 3.81 5.72 14.0 3' 144.0 289.1 222.3 88.9 96.8 145.3 N/A' 6.4 6.76 12.70 9.65 4.75 4.56 5.72 22.0 4' 171.7 322.6 245.1 120.7 115.8 145.3 N/A' 10.0 7.15 14.56 10.23 6.25 5.81 6.18 31.0 5' 181.6 369.8 259.8 158.8 147.6 157.0 N/A' 14.1 7.8 1-5-2T 10.96 .81 6.1 6, 6' 200.2 386.8 278.4 -13.37 171.5 147.6 157.0 N/A' 16.3 9.24 17.50 10-00 5723 -7 -TT 1.22 52.0- 81 234.7 444.5 339.6 254.0 133.4 163.3 31.0 23.6 11.81 21.78 16.93 12.00 6.25 7.96 1.75 75.0 10' 299.9 553.2 430.0 304.3 158.8 202.2 44.5 34.1 EE=14.27 6.50 8.83 2.60 90.0 4362.5 165.1 224.3 66.0 1 40.9 END OF DISC DOES NOT EXTEND BEYOND VALVE BODY. Note: Contact Tyco Fire Products for 111' and 1Y availability. General Notes: It is the Designer's responsibility to select products suitable for the intended service and to ensure that pressure ratings and performance data is not exceeded. Always read and understand the installation instructions (I1-1-1000). Never remove any piping component nor correct or modify any piping deficiencies without first depressurizing and draining the system. Material and gasket selection should be verified to be compatible for the specific application. Printed in U.S.A. 4.01 CALIFORNIA DEPARTMENT OF FORESTRY & FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL FIRE ENGINEERING - BUILDING MATERIALS LISTING PROGRAM LISTING SERVICE LISTING No. 7770-0328:010 Page 1 of 1 i CATEGORY: Valves/Switches i LISTEE: Potter Electric Signal Co., 2081 Craig Rd., St. Louis MO 63146 Contact: Brad Serangeli (800) 3245-3936 Fax (314) 878-7264 DESIGN: Supervisory switches listed below to monitor pressure, OS&Y, gate, globe/gate, PIV, tank temperature or water level valves. Refer to listee's data sheet for detailed product description and operational considerations. HLS-B WLS-W WLS-S PS -40A PS -120A OSYSU-2 OSYS-B PMS PTS -B 0SYSU-1 GVS PCVS-1 PIVS-B TTS -S TTS -W PCVS-2 WLS *PTS -C INSTALLATION: MARKING APPPOVAL: I; NOTE: In accordance with listee's printed instructions, applicable codes and ordinances and in a manner acceptable to the authority having jurisdiction. Listee's name, model designation and.FM or UL label. Listed as sprinkler system supervisory switches. Formerly 7738-0328:010 4 05-31-2000 This listing is based upon technical data submitted by the applicant. CSFM Fire Engineering staff has reviewed the test results and/or other data but does not make an independent verification of any claims. This listing is not an endorsement or recommendation of the item listed. This listing should not be used to verify correct operational requirements or installation criteria. Refer to listee's data sheet, installation instructions and/or other suitable information sources. Da1 te Issued: JUNE 12, 2006 Listing Expires June 30, 2007 t Authorized By: DIANE K. AREND, Senior Deputy Program Manager ngle Va*1ve$ Soft Seat Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Product The hand wheel is manufactured from cast iron materials to meet or exceed the requirements of EgDescription underwriters Laboratories, Inc., Factory Mutual, The American Water The Central Model F16 Bronze Works Association C-509 and ASTM Angle Valves are designed for A-126, Class B Standards. general service as shut-off, throttling, The Central Model F16 Bronze or drain valves. Angle Valves are rated with cold ;The Central Model.F16 Bronze water at 200 psi, non-shock for cold Angle Valves provide positive shut-off water service, and are tested twice, under normal operating conditions. air under water for consistent quality. They are recommended for water The Central Model F16 Bronze service only. Angle Valves have a soft rubber seat The Central Model F16 Bronze for tight shut-off under all operating Angle Valves are of cast bronze conditions. (Mfg. Source: Non- construction strictly in accordance Domestic) wih ASTM B-62 specifications 85-5- 5- for superior corrosion resistance. 11 n Bronze Angle Valves Dimensions - Weights Size A B C (closed) Wt. (Ibs) %2" 1.08 2.10 3.09 .69 '/a" 1.24 2.41 3.30 _ _94_ •1.49 2.75 I 3.80 1.76 1 %4" 1.75 2.90_ _4.40 _ 2.50 1 �6" 1.97 3.25 I _4.65 �r-3.2-6 2" 2.20 1 3.68 5.90 I 5.32 No. 27.2.0 Central Sprink No. 4.6.0 c [ � 1 Bill of Materials Item Description I Material Specification 1 Wheel Nut Brass ASTM B-16 2 I Name Plate Aluminum j Commercial 3 Hand Wheel Cast Iron ; ASTM A-126 4 5 Stem Packing Nut Brass __ASTM f Brass B-16 ASTM B-16 6 i I; Gland Packing Teflon* 7 I 8 Bonnet Disc Bronze j Bronze ASTM 8-62 ASTM B-62 9 Disc Nut I Brass ASTM B-16 10 j ' Body Bronze ASTM B-62 11 Seat EPDM Commercial 12 Washer Brass ASTM B-16 13 Nut Brass ASTM B-16 erion is a registered trademark of the DuPont Corporation. I i i' © 1991 Central Sprinkler Company Printed in U.S.A. Ordering Information Ordering Information: When placing an order, indicate the full product name. Please specify the quantity, model number, style, orifice size, temperature rating, type of finish and sprinkler wrench. Availability and Service: Central sprinklers, valves, accessories, and other products are available throughout the U.S. and Canada; and internationally through a network of Central Sprinkler distribution centers. You may write directly to Central Sprinkler Company or call (215) 362- 0700 for the distributor nearest you. Guarantee: Central Sprinkler . Company will repair and/or replace any products found to be defective in material or workmanship within a period of one year from the date of shipment. Please refer to the current Price List for further details of the warranty. Patents: Patents are pending. Conversion Table: 1 inch = 25.400 mm 1 foot = 0.3048 m 1 pound = 0.4536 kg 1 foot pound = 1.36 Nm 1 psi = 6.895 kpa = 0.0689 bar = 0.0703 kg/cm2 1 U.S, gallon = 3.785 dm3 = 3.785 liters Conversions are approximate. i CENTRAL Central Sprinkler Company 451 N. Cannon Avenue, Lansdale, PA 19446 Phone (215) 362-0700 FAX (215) 362-5385 F16.0 t Globe Valves Soft Seat 1. Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Bronze Globe Valves 1 Dimensions Weights i Size Product corrosion resistance. The hand 19 Wt. I Lbs. wheel is manufactured from cast iron I 2.05 Description materials to meet or exceed the requirements of Underwriters The Central Model F15 Soft Seat Laboratories, Inc., Factory Mutual, Bronze Globe Valves are designed The American Water Works for general service as shut-off, Association C-509 and ASTM A-126, throttling, or drain valves. Class B Standards. The Central Model F15 Soft Seat The Central Model F15 Soft Seat Bronze Globe Valves are rated with Bronze Globe Valves provide positive cold water at 200 psi, non -shock for shut-off under normal operating cold water service, and are tested conditions. They are recommended twice, air under water for consistent for water service only. quality: The Central Model F15 Soft Seat The Central Model F15 Soft Seat Bronze Globe Valves are of cast Bronze Globe Valves have a soft bronze construction strictly in rubber seat for tight shut-off under all accordance with ASTM B-62 operating conditions. (Mfg. Source: specifications 85-5-5-5 for superior 1 is C Non -Domestic) �I Bronze Globe Valves 1 Dimensions Weights i Size A B C Wt. I Lbs. Y2" I 2.05 ( 2.60 2.09 .66 'A I 2.36 2.70 2.24 I .83 1 " 2.68 3.50 2.46 .1.50 1'/<" 3.08 3.85 2.85 2.13 1'12 3.46 4.30 ( 3.22 3.06 2" 4.00 5.10 3.43 4.88 W No. 27-1.0 Central Sprink No. 4-5.0 Ia Bill of Materials Item Description j Material j Specification 1 I Body I Bronze ASTM B-62 2 i h Bonnet Bronze i ASTM B-62 3 Stem Brass Rod ( ASTM B-16 4 I Disc Holder I Brass Rod ASTM B-16 5 , Seat Disc NBR ( Commercial 6 Disc Holder Nut Brass Rod i ASTM B-16 7 Disc Nut Brass Rod ASTM B-16 8 Packing Nut Brass Rod j ASTM B-16 9 I Packing Gland Brass Rod ASTM B-16 10 i ' Packing PTFE Commercial 11 Hand wheel Cast Iron ASTM A -126-B 12 Ident.. Plate ( Aluminum ASTM B-209 13 Wheel Nut Brass Rod ( ASTM B-16 k i © 1991 Central Sprinkler Company Printed in U.S.A. Ordering Information Ordering Information: When placing an order, indicate the full product name. Please specify the quantity, model number, style, orifice size, temperature rating, type of finish and sprinkler wrench. ; Availability and Service: Central sprinklers, valves, accessories, and — other products are available throughout the U.S. and Canada; and internationally through a network of -- Central Sprinkler distribution centers. _ You may write directly to Central Sprinkler Company or call (215) 362- 0700 for the distributor nearest you. Guarantee: Central Sprinkler Company will repair and/or replace any products found to be defective in material or workmanship within a period of one year from the date of shipment. Please refer to the current Price List for further details of the wa rra n ty. Patents: Patents are pending. Conversion Table: 1 inch = 25.400 mm 1 foot = 0.3048 m 1 pound = 0.4536 kg 1 foot pound = 1.36 Nm 1 psi = 6.895 kpa = 0.0689 bar = 0.0703 kg/cm2 1U.S. gallon = 3.785 dm3 = 3.785 liters Conversions are approximate. CENTRAL Central Sprinkler Company 451 N. Cannon Avenue, Lansdale, PA 19446 Phone (215) 362-0700 FAX (215) 362-5385 F15.0 - . - k I• ( ` March 18, 2002 906 a' 1. PRODUCT NAME Water Pressure Gauge, 300 psi rated i • Part Number 01934A • Available since 1977 2. MANUFACTURED FOR The Viking Corporation 1I210 N. Industrial Park Road 4iHastings, Michigan. 49058 U.S.A. j'Telephone: (616) 945-9501 (877) 384-5464 Fax: (616) 945-9599 e-mail: techsvcs@vikingcorp.com 3. PRODUCT DESCRIPTION ;Viking Water Pressure Gauges give vi- sual indication of the water pressure available to the fire protection system. 4. TECHNICAL DATA LISTINGS AND APPROVALS ILL and ULC Listed, FM Approved 'MATERIALS Case: ABS (Acrylonitrile Butadiene Sty- rene) Window: Polycarbonate Dial: Black figures on White Back- ground Pointer: Black, Aluminum `Movement: Suspended Spring with Polyester Segment Bourdon Tube: Bronze Socket: Brass, Soft Soldered Connection: 1/4" NPT Working Pressure: 300 psi (2068kPa) Ik'S AVAILABILITY & SERVICE ;'The water gauge is available through a network of Domestic, Canadian, and In- ternational Distributors. See the Yellow Pages of the telephone directory for 'your closest distributor (listed under "Sprinklers Automatic Fre") or contact IIThe Viking Corporation. Viking Technical Data may be fund on The Viking Corporation's Web site at http://www.vikingcorp.com. The Web site may include a more recent edition of this Technical Data Pa �A of governmental codes, ordinances, C TDTE For details of warranty, refer to Viking's 3-45/S4' C?9 nn) t-•9/54 (�9 mni 2-23/32 97 (59 nn) (14 .nn) 15/32' ill nil e. 6. GUARANTEES of governmental codes, ordinances, gauges according to the following For details of warranty, refer to Viking's and standards whenever applicable. B. Gauges must be handled with care. steps: 1. Apply a small amount of pipe -joint current list price schedule or contact Vi-. king directly. They must be stored in a cool, dry compound or tape to the external place in their original shipping con- threads of the gauge only. Take �7. INSTALLATION tainer. Never install gauges that have care that no joint compound is al - A. Gauges are to be installed in accor- been dropped or damaged in any lowed into the orifice of the dance with the latest published star- way. Such gauges should be de- gauge. dards of the National Fire Protection stroyed immediately. C. 2. Turn the unit clockwise to thread Association or other similar organa Adequate heat must be provided the gauge into the 1/2" (15 mm) j zations, and also with the provisions where gauges are installed. D. The gauges must be protected from NPT outlet of the coupling. DO NOT over -tighten the gauge. mechanical damage. Install the NOTE: Units of measure in parentheses may be approximations. Replaces page 906 a -b, dated July 1, 1999. (Re - Form No. F_052197 moved 600 PSI gauge and revised front view drawing of gauge. Now shows manufacturer, Ashcroft). l POTFER eD I' I VANE TYPE WATERFLOW ALARM SWITCH WITH RETARD UL, ULC and CSFM Listed, FM and LPC Approved, NYMEA Accepted, CE Marked Service Pressure: Up to 450 PSI Minimum Flow Rate for Alarm: 10 GPM Maximum Surge: 18 FPS Contact Ratings: Two sets of SPDT (Form C)' 15.0 Amps at 125/250VAC 2.0 Amps at 30VOC Resistive Conduit Entrances: Two knockouts provided for 1/2" conduit Environmental Specifications: • Suitable for indoor or outdoor use with factory installed gasket and die-cast housing. • NEMA 4/IP54 Rated Enclosure - use with appropriate conduit fitting. • Temperature Range: 40•F/120•F, 4.5•C/49•C • Non -corrosive sleeve factory installed in saddle. Caution:.This device is not intended for applications in explosive environments. Sizes Available: Steel Pipe schedules 10 thru 40, sizes 2' thru 8" BS 1387 pipe 50mm thru 200mm Note: For copper or plastic pipe use Model VSR-CF. Service Use: U.S. Pat No. 3921989 Automatic Sprinkler NFPA-13 Canadian Pat No. 1009680 One or two family dwelling NFPA-13D Other Patents Pending Residential occupancy up to four stories NFPA-13R Dotter Electric, Rd., 1990 National Fire Alarm Code NFPA-72 Optional: Cover Tamper Switch Kit, Stock No. 0090018 GENERAL INFORMATION The Model VSR-F is a vane type waterflow switch for use on wet sprinkler systems. It is UL Listed and FM Approved for use on steel pipe; schedules 10 through 40, sizes 2' thru 8". LPC approved sizes are 2' thru 8" (50mm thru 200mm). The unit may also be used as a sectional waterflow detector on large systems. i• The unit contains two single pole, double throw, snap action switches and an adjustable, instantly recycling pneumatic retard. The switches are actuated when a flow of 10 gallons per minute or more occurs downstream of the device. The ow condition must exist for a period of time necessary to vercome the selected retard period. ENCLOSURE: The unit is enclosed in a general purpose, die-cast housing. The cover is held in place with two tamper resistant screws which require a special key for removal. A field installable cover tamper switch is available as an option which may be used to indicate unauthorized removal of the 86ver. See bulletin no. 5400775 for installation instructions of this switch. INSTALLATION: See Fig.2 These devices may be mounted on horizontal or vertical pipe. On horizontal pipe they should be installed on the top side of the pipe where they will be accessible. The units should not be installed within 6" of a fitting which changes the direction of the waterflow or within 24" of a valve or drain. Drain the system and drill a hole in the pipe using a circular saw in a slow speed drill. The 2" (50mm) and 2 1/2" (65mm) devices require a hole with a diameter of 1 1/4" + 1/8" - 1/16" (33mm t2mm). All other sizes require a hole with a diameter of 2" t1/8" (50mm t2mm). Clean the inside pipe of all growth or other material for a distance equal to the pipe diameter on either side of the hole. Roll the vane so that it may be inserted into the hole; do not bend or crease it. Insert the vane so that the arrow on the saddle points in the direction of the waterflow. Install the saddle strap and tighten nuts alternately to an eventual 50 ft - lbs. of torque (see Fig. 2). The vane must not'rub the inside of the pipe or bind in any way. Specifications subject to change without notice. Potter Electnc Signal Company • 2081 Crag Road, St. Louis, MO, 63146-4161 • Phone: 800-325-3936iCanada 888-882-1833• www.pottersignal.com I --..RC1-:i-CS.�-"Y.:I.:,-,:....:-�-., .--. r. �,.:.-.-..-.-:�._-:__�-.�o..:.� .._.-ua.--'.+f�- -:.-���•�,.:--::+31.:`ti�.W �w:...���-...�=...:.. •_.. :::_ n...:- ::�.. -:: x.-.... .-_ ORINTED IN USA MKT. 48800001 - REV S PAGE 1 OF 2 MFG. 45400761 - 7/00 0 ' POTTER FIG. 1 FIG. 2 SVMTCH TERMINAL 'CONNECTIONS RETARD ADJUSTMENT: TO CHANGE TIME TURN KNOB (EITHER DIRECTION) CLAMPING PLATE FOR DESIRED TIME DELAY. USE THE MINIMUM r TERMINAL AMOUNT OF RETARD NECESSARY TO PREVENT FALSE ALARMS, A *B" SETTING IS USUALLY ADEQUATE FOR THIS. FACTORY IS SET TO "8 TO INSTALL, DRILL A HOLE AS INDICATED:' cf�nd�" DW- f923-3 CAUTION: An uninsulated section. of a single conductor should not be looped around the termi- nal and serve as two sena- PIPESIZE HOLESIZE 2" to 2 1/2"' 1 1/4"+1/8"-1/16" (50mmto65mm) (33mmt2mm) 3" to 8" screwdriver at edge of knock- (8Ommto200mm) (50mmt2mm) rate connections. The wire must be severed, thereby providing supervision of the connection in the event that the wire becomes dislodged from under the terminal. DWG. #761-30 FIG. 3 TYPICAL ELECTRICAL CONNECTIONS 2SETSOF "ALLY OPEN COMALTS WATERFLOW ZONE EOIR FROM �.; cora ON ALARM ON FIRE PANEL n1n RnNa IDA OGW no 11C LAJb cow m a mr o TIE NC AND NONIRKNO5 - POSIrNE DC RC ON THE SWH ARE FOR OR NOT AC AN ALARM CONDI ICK THE CONTACTS ARE REVERSEDNEGATIVE OC MIEN THE DEVICE 6 M OR NEUTRAL AC rHE NORMAL coNOI110F1 a W� VANE TYPE WATERFLOW SWITCH WITH RETARD 00 NOT LEAVE COVER OFF FOR EXTENDED PERIOD OF TIME TIGHTEN NUTS ALTERNATELY TO AN EVENTUAL SOFT.—Les OF TORQUE MOUNT ON PIPE SO ARROW ON SADDLE POINTS IN DIRECTION OF WATERFLOW ROLL PADDLE IN OPPOSITE DIRECTION OF WATERFLOW APPROX. RETARD SETTINGS (IN SECS.} 0A 0 tD-25 B 20- 0 C 35-55 D 5)`-M E 50-90 _.,...._........... __..__. NOTES: .... .... ..... _....... ......._. FIG. 4 1. The Model VSR-F has two iTo switches, one can be used to remove knockouts: Place operate a central station, pro- screwdriver at edge of knock- prietary or remote signaling outs, not in the center. unit, while the other contact is used to operate a local audible or visual annunciator. 2. A condition of LPC Approval of ' this product is that the electri- cal entry must be sealed to , exclude moisture. 3. For supervised circuits see "Switch Terminal Connec- 42, aA o tions" drawin a d t' U n cau Ion note (Fig. 1). .. .. - - - _. .._.. PLICATION WARNING! � -" •• Due to the possibility of unintended discharges caused by pressure surges, trapped air, or short retard times, waterflow switches that are monitoring wet pipe sprinkler systems should not be used as the sole initiating device to discharge AFFF, deluge, or chemical suppression systems. TESTING The frequency of inspection and testing for the model VSR-F and its associated protective monitoring system should be in accordance with applicable NFPA Codes and Standards and/or the authority having jurisdiction (manufacturer recommends quarterly or more frequently). If provided, the inspectors test valve, that is usually located at the end of the most remote branch line, should always be used for test purposes. If there are no provisions for testing the operation of the flow detection device on the system, application of the VSR-F is not recommended or advisable. A minimum flow of 10 gpm is required to activate this device. IMPORTANT NOTICE: Please advise the person responsible for testing of the fire protection system that this system must be tested in accordance with the testing instructions. eaN ) PRINTED IN USA MKT. #8800001 -REVS PAGE'2 OF 2 10 FG. 45400761- 7/00 CALIFORNIA DEPARTMENT OF FORESTRY & FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL FIRE ENGINEERING - BUILDING MATERIALS LISTING PROGRAM LISTING SERVICE LINING No. 7770-0328:001 Page 1 of 1 CATEGORY: Valves/Switches i LISTEE: Potter Electric Signal Co., 2081 Craig Road, St. Louis, MO 63146 I. Contact: Brad Serangeli (800) 325-3936 Fax (314) 878-7264 YF DESIGN: Vane and pressure type water flow alarm switches listed below. Refer to listee's data sheet for detailed product description and operational considerations. I , Vane Types: VSR-CF VSR-D VSR-F VSR-SF VSR-FE-2 VS -SP VS -F VSR-SFG VSR-SFT VSG `VSR Pressure Type: WFS-B WFSR-C WFSPD-B PS -10A PS -100A WFSR-F INSTALLATION: In accordance with listee's printed installation instructions, applicable codes and ordinances and in a manner acceptable to the authority having jurisdiction. MARKING: Listee's name, model number and UL or FM label. APPROVAL: Listed as waterflow alarm switches for use with fire sprinkler systems. Vane models may be used in wet pipe systems; pressure models may be used in wet or dry systems. Model VSR-CF is for use on K, L or M copper pipe (2", 2-1/2", 3", 4") and listed CPVC pipe (2", 2-1/2', 3"). Model VSR-SF for use on 1", 1-1/4" and 1-1/2" steel, copper or listed plastic pipe. Model VSG is for low flow rate. Model VSR-SFG and VSR-SFT are for use on 1", 1-1/4" and 1-1/2" plastic pipe. Models VS -F, VSR-F, VSR-FE and VSR-FE-2 is for use on 2", 2-1/2", 3", 3-1/2'. 4", 5", 6", 8" and 10" pipe. 'Model VSR is for use on steel pipe sizes from 2" through 8". Vane type switches l� may be used outdoors when the outdoor temperature never falls below 40°F. is *Rev. 06-05-2000 listing is °-'Z_' ••�` This 9 • based upon technical data submitted by the app applicant. CSFM Fire Engineering staff has reviewed the test results ) and/or other data but does not make an independent verification of any claims. This listing is not an endorsement or t`u=` recommendation of the item listed. This listing should not be used to verify correct operational requirements or installation criteria. Refer to listee's data sheet, installation instructions and/or other suitable information sources. Date Issued: JUNE 12, 2006 Listing Expires June 30, 2007 Authorized By: DIANE K. AREND, Senior Deputy Program Manager t POTTERF+_s`iil"Gx, ia*•,_.ie:s:.s:�'. R!:.,... r � 7 �. "1':'.;. A. PBA -AC & PBD -DC UL Listed, FM Approved Sizes AT-alhble: 6" (150mm), 8" (200mm) and 10" (250mm) Voltages Available: 24VAC 120VAC 12VOC (10.2 to 15.6) Polarized 24VDC (20.4 to 31.2) Polarized Service Use: Fire Alarm General Signaling Burglar Alarm Environment: Indoor -or outdoor use (See Note 1) -40° to 150°F (-40° to 66°C) (Outdoor use requires weatherproof backbox.) Termination: 4 No. 18 AWG stranded wires 6" BELL SHOWN Finish: Red_powder coating V Optional: Model 13BK-1 weatherproof backbox These vibrating type bells are designed for use as fire, burglar or general signaling` devices` They have low power con- sumption and high decibel ratings. The unit mounts on a standard 4" (1 L.1. mm) square electrical box for indoor use or on a nodel BBK-1 weatherproof backbox for outdoor applications. Weatherproof backbox model BBK-1, Stock No. 1500001. ALL DC BELLS ARE POLARIZED AND HAVE BUILT-IN TRANSIENT PROTECTION: g SIZE INCHES (mm) VOLTAGE MODEL NO. STOCK NO. CURRENT (MAX) TYPICALdB AT 10 FT. (3rn) (2) MINIMUM dS AT 10 FT. (3n) (1) 6 (150) 12VDC P80126 1706012 .12A 85 76 8 (200) 12VDC PBD128 1708012 .12A 90 76 10 (250) 12VDC PBO1210 1710012 .12A 92 76 6(150) 24VDC PB0246 7706024 .064 87 76 8(200) 24VOC PBD248 1708024 .064 91 79 10 (250) 24VDC PB02410 1710024 .06A 94 79 6(150) 24VAC PBA246 1806024 .17A 91 76 8(200) 24VAC PSA248 1808024 .17A 94 76 10(250) 24VAC PBA2410 1810024 .17A 94 76 PBA1206 1606120 .05A 92 82 #(150)120VAC 120VAC PSA1208 1808120 .05A 99 82 120VAC PBA12010 1810120 •054 99 85 Notes: 1. Minimum dB ratings are calculated from integrated sound pressure measurements made at Underwriters Laboratories as specified in UL Standard 464. UL temperature range is -30° to 150°F (-34° to 66`C). 21. Typical dB ratings are calculated from measurements made with a conventional sound level meter and are indicative of output levels in an actual installation. Potter Electric Signal Company • 2081 Craig Road, St. Louis, MO, 63146-4161 • Phone: 800-325-3936/Canada 888-882-1833 • www .pottersignal.com PRINTED IN USA 88 MKT, #50001 -REV P P PAGE � OF 2 MFG. #5400776- 3/99 ) FIG. 1 –.12 11/16 1� (68) I FIG "3 PBA -AC & PBD -DC .. -w .. ....c _.��...... ....� - ._. Y., BELLS o„ I . (200) 6• 1 (150) DMC. /779-1 DIMENSIONS INCHES (mm) FIG. 2 WEATHERPROOF BACKBOX BOX HAS ONE THREADED 112" CONDUIT ENTRANCE I !I - 5 (146) 6) O (11) WIRING (REAR VIEW) D.C. BELLS (OBSERVE POLARITY) RED (N) RED (DUT) f; ° FROM IOONTROL PAL NE TO NEXT BELL PRECEDING BELL O[ END-OF-t+E F136M BI.ICK (IN) o BLACK CAUTI WHEN ELECTRICAL SUPERVISION IS RECURED USE IN AND OUT LEAOS AS SNONN. i, 11 NOTES: 1. OBSERVE POLARITY TO RING D.C. BELLS. 2. RED WIRES POSIT1vE (+) 3. BLACK WIRES NEGATIVE (–) fl DWG. #776-3 INSI ALLATION (66) (127) MMTE (N) DWC. F776-2 A.C. BELLS CW�*TEFROM CONTROL PANEL OR PRECEDNC 8E11 BLACK (I") CAJTNX* TINEN ELECTRICAL SLFERVIS IN IS FM R2ED USE IN AND OUT LEADS AS SNOMK NOTES: 1. WHEN USM A.C. BELLS, TERMINATE EACH EXTRA WIRE SEPARATELY AFTER LAST BELL 2. END–OF–UNE RESISTOR IS NOT REQUIRED ON A.C. BELLS. 1. The bell should be mounted a minimum of 8 ft. (2.4m) from the floor or as close to the ceiling as possible. 2. Remove the gong. 3. Connect wiring (see Fig. 3). 4. Mount bell mechanism to backbox (bell mechanism must be mounted with the striker pointing down). 5. R2install the gong (be sure that the gong positioning pin, in the mechanism housing, is in the hole in the gong). 6. Test all bells for proper operation and observe that they can be heard where required (bells must be heard in all areas as designated by the authority having jurisdiction). L+•off � -... ..... .. ..,..... .. .. ... ..., s PRINTED IN USA MKT. 98850001 - REV P MFG. 05400776 - 3/99 PAGE 2 OF 2 � • CALIFORNIA DEPARTMENT OF FORESTRY & FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL FIRE ENGINEERING - BUILDING MATERIALS LISTING PROGRAM LISTING SERVICE LI�T;ING No. i 7135-0328:119 Page 1 of .1 CATEG ORY: Audible Devices LISTEE: Potter Electric Signal Co., 2081 Craig Road, St. Louis MO 63146 Contact: 'Bill Witherspoon (314) 878-4321 Fax (314) 878-7264 DESIGN: Models PBD126, PBD128, PBD1210, PBD246, PBD248, PBD2410, PBA246, PBA248, PBA2410; PBA1206, PSA1208 and PBA12010 vibrating bells. Suitable for outdoor use when used with Model BBK-1 backbox. Models are AC or DC powered and available in 6", 8" and 10". Models'MBA-6, -8 and—10.bells, suitable for outdoor use when used with Model 'BBX-1 backbox. Refer to listee's data sheet for detailed product description and operational considerations. RATING: PBD -126, -128, -1210: 12 VDC PBD -246, -248,-2410'. 24 VDC PBA -246,-248,-2410: 24 VAC PBA -1206, -1208, -12010: 120 VAC 'MBA -6, -8, -10: 12 or 24 VDC INSTALLATION MARKING: APPROVAL: In accordance with listee's printed installation instruction, applicable codes & ordinances, and in a manner acceptable to the authority having jurisdiction. Listee's name, model number and UL label. " Listed as audible devices for use with separately listed compatible fire alarm control units, If this appliance is required to produce a distinctive three -pulse Temporal Pattern Fire Alarm Evacuation Signal (for total evacuation) in accordance with NFPA 72, 1999 Edition, the appliance must be used with a fire alarm control unit that can generate the temporal pattern signal. Refer to manufacturer's Installation Manual for details. 'Rev. 05-31-2006 jew This listing is based upon technical data submitted by the applicant CSFM Fire Engineering staff has reviewed the test results and/or other data but does not make an independent verffication of any claims. This listing is not an endorsement or recommendation of the item listed. This listing should not be used to verify correct operational requirements or installation criieda. Refer to listee's data sheet, installation instructions and/or other suitable information sources. Date Issued: is Agthorized By JUNE 12, 2006 DIANE K. AREND, Senior Deputy Program Manager Listing Expires June 30, 2007 ! f OLC� I ' INCCRPORATED i CORONA, CA (909)"!37.,5599 AI Fig. 98 Rod Stiffener Size Range—Secures 3/8 thru 7/8 inch hanger rod. i Material – Carbon Steel. Function—Secures channel to hanger rod for, vertical seismic bracing.' Finish—Electro Galvanized. Order By—Figure number. ' Note—Available.in HDG finish or Stainless Steel materials. Fig. 99 i All Thread Rod Cut To Length Size Range -318 thru 7/8 inch rod in 1 inch increments. ROD MAX. REC. LOAD LBS. Material – Carbon Steel. SIZE FOR SERVICE TEMPS Maximum Tem erature-750°F.!`;%; p iz 3/8 650°F 750°F 610 Finish— Plain. - , • . ;, 'tiL ,; •,-,,. 1/2 1130 540 1010 Order By—Figure number, rod 5/8 1810 1610 diameter, rod length, and finish. "I�(%.�;;_ 3/4 2710 2420 Noi1 —Available in Electro -Galvanized " "�'%; 7/8 3770 3360 and HDG finish or Stainless Steel (:,l materials. Fig. 100 All Thread Rod Full Lengths Site Range -3/8 thru 7/8 inch rod ROD MAX. REC. LOAD LBS.. APPROX. in 16 foot lengths. SIZE FOR SERVICE TEMPS WEIGHT Material – Carbon Steel. 650°F 750°F PER 100FT. Maximum Temperature -750°F. 1/4 240 215 12 Finish— Plain. ;j` Or erBy—Fi "��i;;/:'A 3/8 1/2 610 1130 540 29 gure number, rod and finish. diameter,84 S/8 tOto 53 1810 1610 Note—Available in Electro- :. 3/4 ``�ttu(;Ii-. 2710 2420 123 Galvanized and HDG finish or 7/8 _3770 3360 169 Stainless Steel materials. 4 1 4960 4420 222 1-1/4 8000 7140 360 +, °4i`•..r �;3 1-1/2 11630 10370 510 5r.4ra01 _71 v� I To L C 0 INCORPORATED r CORONA. CA (909)737-5599 Fig. 200 �� "Trim line "Adjustable Band Hanger Nal Size Range –1/2 thru 8 inch pipe. Material – Carbon Steel, Mil. Galvanized to G-90 sp�eciffcations: Function –For fire sprinkler and other general piping purposes. Knurled swivel nut design permits hanger adjustment after installation. Features - (1/2 thru 2 inch) Flared edges ease installation for all pipe types and protect CPVC plastic pipe from abrasion. Captured design keeps adjusting nut from separating with hanger. Hanger is easily installed around pipe. - (2-1/2 thru 8 inch) Spring tension on nut holds it securely in hanger before installation.' Adjusting nut is easily removed. Approvals– Underwriters' Laboratories Listed (1/2" thru 8") in the U.S. (UL) and Canada (cUL) for steel and CPUC plastic pipe and Factory Mutual Engineering Approved (314" thru 8"). Conforms to Fe era Specifications WW -H-171 E, Type 10, and Manufacturers Standardization Society SP -69, type 10. Maximum'Temperature -650°F. Finish – Mil. Galvanized, for Stainless Steel materials order Tolco Fig. 200WON. Order By – Figure number and pipe size. I. 5� I 112 T iRU 2 INCH PIPE .....,v u nv �, r; rirC: PIPE SIZE INCH ROD SIZE METRIC" A B MAX REC. APPROX. 112 3/8 8mm or 10mm 3-1/8 2-5/8 LOAD LBS. 400 WT.1100 3/4 3/8 8mm or 10mm 3-1/8 2-12 400 11 11 1 .1-1/4 3/8 ---.8mm or 10mm 3-3/8 2-518 400 12 3/8 8mm or 10mm 33/4 2-7/8 400 13 1-1/2 3/8 8mm or 10mm 3-7/8 2-7/8 400 14 2 2-12 3/8 8mm or 10mm 4-1/2 3 400 15 3 3/8 10mm 5-518 4-1/8 600 27 3-12 3/8 3/8 10mm 5-7/8 4 600 29 4 10mm 7-3/8 5-1/4 600 34 5 3/8 10mm 7-3/8 5 1000 35 6" 1/2 12mm 9-1/8 6-1/4 1250 66 8 1/2 12mm 10-1/8 6-3/4 1250 73 'Order Fig_200M 1/2 12mm ------------------8-3/4 13-1/8 ---- 1250 --- 136 — SC4M2 01 -89- STEEL—Sidewinders Self -Drilling, • ,Self=tapping !I i i< w I. 11 'i. I steel snew shown with retainn nut .Sn•DR —o coag, reran m,t t i !i- . #14SW (Item A101-re(l) Sidewinders 8 Sammys 1/2" rod 1,4" Roil(llori/.oniLd:%louni) Use #14SW Nut Dri.•er(Ile m 811)1) (Item #le 1) Approwl Item# Item It ykKkl Screw Description :Nfinimum Maximum Actual Thickness Thickness Shear/Pullout Box Qt} Weight (par 100) Case Qt)' 211113 SWD 1011 1/4-14x1 .066"-16 p Ir4" 14770/ 16 p 100 6.00 1000 4117 SWD200 1/4-14x2 .066"•16p 1/4" 1477#116p 100 6.50 1000 206 S WDR 101) 1/4-21) .036•'-20 p 114" 1900#' 20 p 100 6.0(1 1000 Use #USW Nut Driver (Item #le 1) Approwl Item# N&Al Screw Description W, Test Loadlh UIJEM Pi Size Nllnlmut" Thickness Maximum Thicklxss actual Shear/Pullout Box Qty Weigh (par IOr. NFPA 39 SWD 1(i 1/4-14x1 319071 j.DST 516 .066"-16 p '1/4" 1477# / 16 ga 100 6.00 NFPA nsPA 41) 41 SWD 15 SWD 20 1/4-14x11/2 1/4-14x2 Now. Screw diaAmseWdesgnipelomranee%►St1'U10(7, length) through SWD 20(1"length) are consmnt. Only thelengdrsworry 100 100 7.50 6.50 ,NFPA 42 SWD 516' 5/16-18x11/4 1510# 100 7.00 L!L•`FPA d6 SWDR11/2" 1/4-20x1 1/2 1500# 4 25"-U4" 1C_"' 2375#1.25"•144" 100 7.25 UL-NFPA 43 SWDR 1" 1/4-20x1 15000 4 .036"-20 p 114" 1900 J 20 ga 100 7.00 UL•NFPA 44 SWDR516 IQ 5/16-18x11/4 1500# 4 .036"-20p U4" 2480#12084 100 8.25C -I I, ■ !It I SHEET STEEL GAUGES Gauge No. 1/4 3116 1 12 1 14 1 16 18 20 2224 26 Decimal Equivalent .25.188 .105" .075' 1 .060" 048' 1 .036' 1 .030" 1 .024" 1 .018" Ultimate Shear /Pullout Values - Sidewinders (average lbs. ultimate) Fastener Steel Gauge Model Dia. Pt. 20 18 16 14 12 3116 114 (', SWD 1/4 #3 1477# SWDR 1 112" #12 #5 2375# SW -DRI 1/4 #3 1900# 1900# SWDR 516 5116 #3 2480# 2480# Aluminum Curtain Wall Extrusion LAtimate Pullout Values (average lbs. ultimate) Fastener Thickness Model Da. FPt. .114 .092 .365 .132 DST 10 1 1/4 #3 1265# 2750# SWD 10 1 1/4 1 #3 1120# 1420# For firsrrniny/anchnrin� in high vibrators' em'ironmenes, consult local code authorities for accepted anchoring devices .\'art: Srrrw� mu..t bt insrull.d with appruprimrnut Jrirrr -pry pry with wwv y r ; Page 7 Ultimate Pullout Values - Sammys (average IDs. ulirrate) Fastener ISteel Gauge Model Dia. Pt. 20 18 16 1 14 12 3116 1/4 DST 1/4 #3 446# 613# 1970# 11145# 1544# 319071 j.DST 516 5/16 #3 457# 568# 1209# 1712# 2422# 3716# . TB( 50 #12 #5 487# 699# 913# 1527# 3270# 3593# DSTR 1 112" #12 #5 3270# 3593# jDSTR1" 1/4 #3 1510# DST 516 I• 5116 #3 12200# P=F Ultimate Shear /Pullout Values - Sidewinders (average lbs. ultimate) Fastener Steel Gauge Model Dia. Pt. 20 18 16 14 12 3116 114 (', SWD 1/4 #3 1477# SWDR 1 112" #12 #5 2375# SW -DRI 1/4 #3 1900# 1900# SWDR 516 5116 #3 2480# 2480# Aluminum Curtain Wall Extrusion LAtimate Pullout Values (average lbs. ultimate) Fastener Thickness Model Da. FPt. .114 .092 .365 .132 DST 10 1 1/4 #3 1265# 2750# SWD 10 1 1/4 1 #3 1120# 1420# For firsrrniny/anchnrin� in high vibrators' em'ironmenes, consult local code authorities for accepted anchoring devices .\'art: Srrrw� mu..t bt insrull.d with appruprimrnut Jrirrr -pry pry with wwv y r ; Page 7 — — El Aluminum Curtain Wall Extrusion LAtimate Pullout Values (average lbs. ultimate) Fastener Thickness Model Da. FPt. .114 .092 .365 .132 DST 10 1 1/4 #3 1265# 2750# SWD 10 1 1/4 1 #3 1120# 1420# For firsrrniny/anchnrin� in high vibrators' em'ironmenes, consult local code authorities for accepted anchoring devices .\'art: Srrrw� mu..t bt insrull.d with appruprimrnut Jrirrr -pry pry with wwv y r ; Page 7 bL INCC;RPJR: TED CORONA CA (9091737-5599 FM Fig. 65 and Fig. 66 u� Reversible C -Type Beam Clamps 314 and 1-1/4 Inch Throat Openings Size Range – (Fig. 65 and Fig: 66) 3/8, 1/2, AND 5/8 inch rod. Material – Carbon Steel with hardened cup point set screw and jam nut. Function – Recommended for hanging from steel beam where flange thickness does not exceed 3/4 inch (Fig. 65) or 1-1/4" (Fig. 66) Features – All steel construction eliminates structural deficiencies'. associated with casting type beam clamps. May b6 used on top or bottom flange of the beam. (Beveled lip allows hanging from top flange where clearance is limited.) May be installed with set screw in up or down position. Offset design permits unlimited rod adjustment by allowing the rod to be threaded completely through the clamp. Open design permits inspection of thread engagement. Approvals – Underwriters' Laboratories Listed in the USA (UL) and Cangda (WL). Factory Mutual Engineering Approved. Conforms to Federal Specification WW -H-171 E, type 23, and Manufacturers Standardization Society SP -69, type 19. Exceeds requirements of the National Fire Protection Association (NFPA), Pamphlet #13, 3/8 inch rod will support 1/2 thru 4 inch pipe, 1/2 inch rod will support 1/2 thru 8 inch ipipe. Finih –.Plain. Not& -Available in Electro -Galvanized and HDG finish. Order By—Figure number, rod size, and finish. Fig. 65 Patent #4,57Q, 885 '4 I: FIG. 65 TABLE ROD B C D E F MAX. REC. APPROX SIZE A LOAD LBS.* WT./100 3/8 1-3/16 3/4 1 7/16 1 610 28 1/211' 1-1/2 3/4 1 9/16 1-1/4 1130 55 5/8' 1-1/2 3/4 1 9/16 1-1/4 1130 55 'Max. ;loads for clamp with set screw in up or down position. i l� FIG. 66 TABLE ROD' B C D E F MAX. REC. APPROX SIZE A LOAD LBS.* WT./100 3/8 1-3/16 1-1/4 1 7/16 1 610 28 1/2' 1-1/2 1-1/4 1 9/16 1-1/4 1130 55 5/8 ' _1-1 /2 1-1/4 1 9/16 1-1/4 1130 55 -max. loads for clamp with set screw in up or down position._ 9r2r-1001 -62- A -- 'r I Tot c0 Fig. 69 component of State of Beam Clam Retaining Cal�tornia OSHPO Approved p nirng Strap Seismic Restraints System Size Range — 3/8 thru 7/8 inch rod by 4 thru 16 inch length.' Material — Pre -Galvanized Steel. Function — To offer more secure fastening of various types of Beam clamps to beam where danger of movement might be expected. NFPA #13 requires the use of retaining straps with all beam clamps installed in earthquake areas. Satisfies requirements of NFPA 13 (1999) 6-4.7.1. Important Note — Good installation practice of a retaining strap requires that the strap be held tightly and securely to all component parts of the assembly. Therefore a locking mechanism of some kind such as a hex nut or the beveled locking slot on the Tolco Fig. 69R will provide a more secure and. reliable installation. Approvals — Underwriters' Laboratories Listed in the USA (UL) and Canada (WL). Approved for use with any listed beam clamp. Included in our Seismic Restraints Catalog approved by State of California Office of Statewide Health Planning and Development (OSHPD). Finish — Pre -Galvanized Order By — Figure number, type, length "B", and rod size being used with beam clamp. Note — Minimum return on Strap: 1 inch. . M 8113r2001 -64- TYPE ROD SIZE A HOLE SIZE B j1 3/8 7/16 Specify 1/2 9/16 Specify 2 5/8 11/16 Specify 3/4 13/16 Specify 13 3/8-7/8— Specify Specify 'Longer Lengths are available, consult factory. M 8113r2001 -64- 11 �i l �!i OLC0 I� INCORPORATED CORONA. CA (909)737-5599 5599 .. . . ... J. .....c ... s.,_o t...,.. .C> ,... w ...<: ...,. •, ... �...... ., ....S;:r. •i ?. ..—.b.. '-f1. .... .),,,,:!o<�.eiv .''.i Q0 c@ Fig. 4 A !Component of State of alifomiaOSHPDApproved Pipe Clamp For Sway Bracing eismie Restraints System Size Range – 4 thru 8 inch pipe. For pipe sizes smaller than 4 inch use Tolco Fig. 4. Material – Carbon Steel. Fu i ction – For bracing pipe against sway and seismic disturbance. Approvals– Underwriters' Laboratories Listed in the USA (UL) and Canada (cUL) 4 thru 8 inch. Included in our Seismic Restraints Catalog approved by State of California Office of Statewide Health Planning and Development (OSHPD). Installation Instructions - Install Fig. 4 A Pipe Clamp on pipe to be braced. Attach Sway -Brace Fitting to 1/2" Clamp bolt (Sway -Brace Fitting to be on outside ears of clamp). Tighten securely. (min. torque requirement -50 ft. lbs.) Sway Brace Assemblies are intended to be installed in accordance with NFPA #13 and the Manufacturers Installation Instructions. Finish – Plain. Note—Available in Electro -Galvanized and HDG finish or Stainless Steel materials. Order By – Figure number, pipe size and finish. I; ii Shown with two Tolco Fig. 980's and Schedule 40 Brace Pipe Fig. 4A - Longitudinal Brace s Shown with two Toloo Fig. 980's and Tolstnit Channel brace Fig. 4A - Transverse Brace PIPE SIZES A g C D BOLT SIZE MAX. HORIZONTAL APPROX. 1; 4 8-1/2 DESIGN LOAD. WT./100 9/16 3-318 3-11/16 1 /2 2015 221 5 9-3/4 9/16 3-7/8 4-3/8 1/2 2015 253 6 11-1/2 5/8 5 5-118 1/2 2015 513 8—__... 13-1/4 —_— 3/4 _ 6_11116-.__._—_ 6-1/8 1/2 2015 601 �— &13200i m -30- INCORPORATED CORONA. CA (909)737-5599 Fig. 909 CaliforniaSt DAppf Sbte of No -Thread Swivel Sway Brace Attachment, airnia OSHPD Approved Seismic Restraints System Size Range– 1 inch bracing pipe. For brace pipe sizes larger than 1 inch use Tolco Fig..980. Material – Carbon Steel, hardened cone point engaging screw. Function – The structural component of a sway and seismic bracing system. Features –This product's design incorporates a concentric attachment opening which is critical to the performance of structural seismic connections. NFPA 13 (1999 Edition) Table 6- 4.5.9 indicates clearly that fastener table load values are based only on concentric loading. No threading of the bracing pipe is required. Open design allows for easy inspection of pipe engagement. All steel construction eliminates deficiencies associated with malleable type attachments. Fastener can be mounted to all surface angles. Application Note - The Fig. 909 is used in conjunction with the Tolco Fig. 1000 "Fast Clamp", Fig. 2001, or Fig. 4(A) pipe clamp, and joined together with bracing pipe. Install per NFPA #13 and/ or Tolco's State of California OSHPD Approved Seismic Restraint Manual. Installation – Extend bracing pipe through opening. Tighten cone point engaging screw until head bottoms out. Approvals – Underwriters' Laboratories Listed in USA (UL) and Canada (cUL). Included in our Seismic Restraints Catalog approved by State of California. Office of Statewide Health Planning and Development (OSHPD). Finish – Plain. Note—Available in Electro -Galvanized and HDG finish. Order By– Figure number, pipe size and finish. Important Note – The Fig. 909 is precision manufactured to perform its function as a critical component of a complete bracing assembly. To ensure performance the U L Listing requires that the Fia. 9x79 must be used only with other To/co bracing products. NATIONAL AND INTERNATIONAL PATENT APPLICATIONS IN PROCESS. V 11 a MAX. HORIZON- MAX. HORIZONTAL PIPE SIZE 11A B '+* TAL DESIGN LOAD DESIGN LOAD LBS. APPROX. LBS. W/WASHER WT./100 1 6 1-5/8 17/32 2015 2765 91 *Available with hole sizes to accommodate up to 3/4" fastener. Consult Factory. 8/ 13CD01 -159- r ® u` :.Component of Stem of Galifomie OSHPD Approved Seismic Restraints System 1000 INCORPORATED CORONA, CA (909)737.5599 I Fig, 1000 "Fast Clamp" Sway. Brace Attachment Size Range – Pipe size to be braced: 1 thru 8 inch' Schedule 10 thru 40.' Pipe size used for bracing: 1 and 1-114 inch Schedule 40 IPS. Additionally (UL) approved for use to brace Schedule 7 sprinkler pipe up to 4 inch (maximum horizontal design load 655 lbs. Torque requirement 6-8 ft.lbs. Material –Carbon Steel. Function – For bracing pipe against sway and seismic disturbance. The pipe attachment component of a sway brace system: Fig. 1000 is used in conjunction with a Tolco 900 Series Fitting and joined together with bracing pipe per NFPA #13' or Tolco's OSHPD Approved Seismic Manual, forming a complete sway brace assembly. Features – Can be used to brace Schedules 10 thru 40 IPS: Field adjustable, making critical pre -engineering of bracing pipe unnecessary. Unique design requires no threlading of bracing pipe. Can be used as 4 -way riser brace. Can be used as longitudinal brace with Fig. 907 up to 41inch pipe (maximum horizontal design load 655 lbs.). All Slteel construction eliminates structural deficiencies associated with casting type sway brace fittings. Comes assembled and individually packaged with illustrated installation instructions – sizes are clearly marked. Steel leaf spring insert provided to assure installer and inspector necessary minimum torque has been achieved. Application Note– Position Fast Clamp and tighten two hex -nuts until leaf spring flattens. A minimum of 1 inch F extension beyond the Fig. 1000 is recommended. 'Length of bracing pipe per NFPA 13 (1999 Edition) Table 6-4.5.8: 1 inch Schedule 40 bracing pipe maximum T-0", 1-114 inch Schedule 40 bracing pipe maximum 9'-0". Approvals – Underwriters' Laboratories Listed in USA (UL) and Canada (WL). Included in our Seismic Restraints.Catalog approved by State of California Office of Statewide Health Planning and Development (OSMPD). Finish – Plain. Note— Available in Electro -Galvanized and HDG finish or Stainless Steel materials. Order By – Order first by pipe size to be braced followed by pipe size used for bracing, figure number, and finish. Important Note - The Fig. 1000 is precision manufactured to perform its function as a critical component of a complete bracing assembly. To ensure performance the U.L. Listinq requires that the Fig 1000 must be used only with other Tolco bracing products 9R2r-ooI TWO CLETE DESIGN IS USED WHEN BRACING 8 INCH PIPE. Maximum Horizontal Design Load 655 Lbs. -166- TWO CLETE DESIGN IS USED WHEN BRACING 8 INCH PIPE. Ir -fix •+:i�:,.. �``` TOLCO — :r•• & & Fig. 800 ComponentofState of Adjustable Sway Brace Attachment to Steel California OSHPD Approved Seismic Restraints System Size Range – 4 thru 18" beam width. Materiaf – Carbon Steel. Function – Seismic brace attachment to steel. Features – This product's design incorporates a concentric attachment point which is critical to the performance of structural seismic connections. NFPA#13 indicates the importance of concentric loading of connections and fasteners. Permits secure connection to steel where drilling and/or welding of brace connection could present structural issues. Comes completely assembled ready for installation. The Fig. 800 must be used with one of the Tolco Fig. 900 series brace fittings. (ordered separately) Installation Instructions—Tighten set bolts against flange until bolt head breaks off. Tighten hex head bolts into damp body until lock washers are fully flat. Application Note – Allows bracing in either lateral or longitudinal direction. Approvals - Underwriters Laboratories Listed in the USA (UL), and Canada (cUL). Included in our Seismic Restraints Catalog approved by State of California Office of Statewide Health Planning and Development (OSHPD). Finish - Plain. Note—Available in Electro -Galvanized and HDG finish. Order By– Figure number, type number, size number. Imaortant Structural note: Tolco Steel Fig. 65/66 components were used during structural testing and are required to achieve the listed results. Malleable iron components must never be substituted because of their serious potential for fracture and failure i �I "DESIGN LOADS / LBS. FLANGE ALONG ACROSS TYPE THICKNESS MAX. BEAM BEAM 1. 3/4" 1,265 2,015 Z 1-1/4" 1,265 2,015 "DESIGN LOADS/ LBS 8/13/2001 -1.55- SH04VTI'VVITH FIG. 960 BRACE FITTING TO PIPE 8RAC E iACRDSS SEAM) •�; it.):"i�d '�;�r'iT!-I FIG. 930 BPpCE=(TT;V:^ TO . I 8RAC— FITS BEAM ALONG ACROSS SIZE RANGE BEAM BEAM i; 4" - 6" 1,265 2,015 2 6" - 8" 1,265 2,015 3 8..-10,, 1,265 2,015 4 10"-12" 1,265 2,015 5 12"- 14" 1,265 2,015 6 14" - 16" 1,265 2,015 7 16"-18" 1,265 2.015 8/13/2001 -1.55- SH04VTI'VVITH FIG. 960 BRACE FITTING TO PIPE 8RAC E iACRDSS SEAM) •�; it.):"i�d '�;�r'iT!-I FIG. 930 BPpCE=(TT;V:^ TO . I 8RAC— Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE Special Inspections — Uniform Building Code section 1701: In addition to the inspections required by Section 108, the owner or the engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the. building official. 3. The special ''irispector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable provisions. of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him, so inspections must also be made by the Butte County Building Division 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in additiofrto the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). Structural Masonry High Strength Bolting Welding ❑ Bolts installed in Concrete ❑ Other: Name of Special Inspection company: CL. CCS -.i 1 of 1 <BUTLI�Re A BlueScope Steel Company Attn: Andy Wood North Valley Building Systems, Inc. #9 Three Sevens Lane, Suite 5 Chico, CA 95973 TO WHOM IT MAY CONCERN: BUTLER MANUFACTURING COMPANY 7440 Doe Avenue Visalia, California 93291 Phone: (559) 651-5355 Fax: (559) 651-5370 www.butlermfg.com July 5, 2006 End Customer: Smuckers Quality Beverages Location: Chico, California Description: 70' 0" x 40' 0" x 16' 20'0"x20'0"x16' Butler Order Number: 140981 Builder Order No: 06-267 Please accept this letter as our Certification that the Butler ®components of the subject building are designed in accordance with the purchase order (and documents accepted as a part thereof), the 1989 Edition with Supplement No. 1 of the AISC Specification for Structural Steel Buildings and the 1986 edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The governing design code is the 1997 Edition of the Uniform Building Code. The following loads are applied in accordance with the governing code: Building Use Category 4 Standard Occupancy Structure Dead Load 2.4 psf + Frame Weight Roof Collateral Load 1 I psf Wind Speed 80 mph, Exposure C �2 Wind Enclosure Partially Enclosed BUry-C Seismic Criteria Zone= 3 COUNTY NT/ Soil Profile Sd BUILDINGUIVISp® VCounty Ground Snow 0 psf Snow Exposure Partially Exposed y Roof Live Load 20 psf (Reducible) //APPROVED Collateral load is included with gravity, loads in determining critical stresses. Load combinations are in accordance with the governing code. These Butler components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that components not supplied by Butler are designed to sustain the same design wind speed as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. The design of this building was performed and produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Jackson, TN, Kansas City, MO, Laurinburg, NC, Mason, OH, Monterrey, Mexico, Peoria, IL, San Marcos, TX and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. cc: Humberto Aguilar Order File Cordially yours, Donald O. Go, P.E. Project Engineer 3 3C 4(BUTLER e A BlueScope Steel Company BUTLER MANUFACTURING COMPANY 7440 Doe Avenue Visalia, Califomia 93291 Phone: (559) 651-5355 Fax: (559) 651-5370 www.butlermfg.com CUSTOMER: Smuckers Quality Beverages LOCATION: Chico, California BUILDER: North Valley Building Systems, Inc. BUILDING SIZE UNIT 1: 70'0" x 40'0" x 16' UNIT 2: 20'0"x20'0"x 16" BMC ORDER NO.: 140981 BUILDER ORDER NO: 06-267 DESIGNER: Humberto Aguilar DATE: 06/29/06 .TABLE OF CONTENTS UNIT 1 .DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 15 ENDWALL STRUCTURALS: LONGITUDINAL BRACING: 30 WALL PANEL: 32 ROOF PANEL: • 33 FRAME DESIGN: F22 FRAME CONNECTIONS: S24 UNIT 2 D3 21 26 28 30 32 33 F1 S1 BUTTE COUNTY BUILDING O APPROVED QROFES CID ca W W r une 30, 2007 CIVIL P JA01 9TFOFCAUFO� DATE: 06/29/06 D E S I G N C R I T E R I A R E P O R T FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. PD1200DDC. TIME: 10:44 AM ---------------------------------------=-------------------------------------------------------------------------------------------- AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) PAGE 01 ORDER # 140981 'BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) Galvanized Material .......... (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" over 3/4" diameter .................... 20 PSF 80 MPH CA 01 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) Wall Cover OPEN LSW: TAPERED RSW: TAPERED LSW: ------------------------------------------------------------------------------------------------------------------------------------ HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 811 _-------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >121, wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover BRII 26 Gage ................... Fy = 80. Wall Cover BRII 26 Gage ................... Fy = 50. Wall Cover OPEN --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 2001 edition of the "California State Building Code" by the State Building Code Standards Committee. 3.2 DESIGN LOADS Terrain Cat/Wind Exp C Dead Load 2.4 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 11.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) HATE: 06/29/06 D E S I G N C R I T E R I A R E P O R T- PD1200DDC TIME: 10':44 AM PAGE. D 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 0.6-267 BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) .(LENGTH)' (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" _ 18' 0!' 20 PSF 80 MPH CA 01 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW:. 8" LSW: .8" RSW: -8" --------------------------------------------------------------------------------------------- -------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2, 3 none LSLOPE 20.0 psf BAYS: 1, 2 RSLOPE 20.0 psf COLLATERAL LOAD INTERMEDIATE FRAME 11.00 psf FRAMES: 1, 2, 3 WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1, 2, 3 ENDWALL STRUCTURALS ROOF STRUCTURALS •11.00 psf FEW 11.00 psf BAYS: 1, 2 11.00 psf.REW ENDWALL SIDEWALL STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2 80.00 mph REW 80.00 mph LSW WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT_ All girts 0.900 -1.300 Roof Structurals. -1.400 Bracing 0.800 -0.500: DATE: 06/29/06 D E'S I G N C R I T E R I A R E P O R T PD120ODDC TIME: 10:44 AM PAGE ai3 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: STRAIGHT RSW: STRAIGHT LSW: RSW: HORIZONTAL LSW: 0" RSW: 8" LSW: 0" RSW: 81' -------------- =--------------------------------------------------------------------------------------------------------------------- --------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance.with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL•STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the-•AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=12" wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material .......... Fy = 42. Brace Rods up to 3/4" diameter .................... Fu = 80. over 3/4" diameter .................... Fu = 70. Roof Cover BRII 26 Gage ................... Fy = 80. Wall Cover BRII 26 Gage ................... Fy = 50. Wall Cover OPEN --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 2001 edition of the "California State Building Code" by the State Building Code Standards Committee. 3.2 DESIGN LOADS Terrain Cat/Wind Exp C Dead Load 2.4 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 11.00 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 Min County Ground Snow 0 psf Building Use Category 4 (GENERAL USE). DATE:. 06/29/06 D E S I G N. C R I T E R I A R E P O R T PD120ODDC TIME: ---.--------------------------------------------------------------------------------------------------------------------------------- 10:44 AM PAGE 9 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES - ,(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET)- (GIRT DEPTH) . ----- LSW: STRAIGHT RSW: STRAIGHT LSW: ---------------------------------- RSW: HORIZONTAL ---------------------------- LSW.: 0" -------------- RSW: 8" ---------- LSW: 0" ------------=----- - RSW: ------ - 8" ---- ----- - -- - -- ---------------------------------------------------------------------------------------.---------------------- ACTUAL DESIGN LOADS LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 20.0 psf FRAMES: 1, 2 none 20.0 psf BAYS: 1 COLLATERAL LOAD INTERMEDIATE FRAME 11.00 psf FRAMES: 1, 2 WIND SPEED INTERMEDIATE FRAME 80.00 mph FRAMES: 1, 2 ENDWALL STRUCTURALS 11.00 psf FEW 11.00 psf REW ENDWALL SIDEWALL STRUCTURALS STRUCTURALS 80.00 mph FEW 80.00 mph RSW 80.00 mph REW 80.00 mph LSW ROOF STRUCTURALS 11.00 psf BAYS: 1 BRACING ROOF STRUCTURALS 80 mph 80.00 mph BAYS: 1 WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 Roof Structurals' -1.000 Bracing 0.800 -0.500 DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: ------------------------------------------------------------------------------------------------------------------------------------ 10:44 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ---------- 70' 0" 40' .0" ---------------------------------- 18' 0"20 ------------ PSF 80 MPH -----------------=-------- CA 01 1.000:12 ------------------- - - - - -- 1 DESCRIPTION 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of H -Section beams and H or C Section posts arranged as described below. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) H -Section roof beams and Light gage "C" Section posts or H -Section posts designed as a pinned frame. Lateral support is provided by cross bracing in the plane of the endwall or in the roof . Endwall roof beams and H -Section posts are welded members using 55 ksi steel for flanges and webs. "C" Section posts may be single or double 12" members fabricated from 60 ksi minimum yield material. (2) H -Section roof beams and posts designed as a modular rigid frame. Lateral support is provided by frame -action and bracing in the plane of the endwall where required. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2. DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections.are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 06/29/06 D E S I G N D A T A R E P O R.T PD120ODSN TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION -------------------------------------------- LRF 70' 0" 40' 0" --------------------------------------------------------------------------------------- 181. 0" 20 PSF 80 MPH CA 01 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are . designed with pinned connections at the column top. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are obtained by dividing the frame into a number of individual sections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 is a Pinned Endwall consisting of H -Section roofbeams designed as simple or continuous supported by endwall posts designed as pinned end members. Option 2 is a Rigid Endwall consisting of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Pinned Endwall Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area and the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area. All. roof and wall loads will be considered uniformly distributed. Endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional- flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be.determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span or continuous members depending on post arrangement. Eave connections will be considered to provide pinned end support as will the ridge connection when a post is situated under the ridge. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied. to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift.load. Purlins will brace the top flange and flange braces will brace the bottom flange of roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with'the above specifications and procedures. 3.2.2 Rigid Endwall Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to 'act in conjunction with the rigid frame action of the frame to .resist the force caused by the wind load on the sidewalls. DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ORDER # 140981 1BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE), UNIT # 1 BLDG DESCRIPTION -------------------------------------------------------------------------------------=---------------------------------------------- LRF 70' 0" 40' 0" 18' 0" 20 PSF 80 MPH CA O1 1.000:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and. wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames., wind posts, or panel diaphragms. Brace rods will be designed as tension members in.accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a.minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 -------------------------------------- ----------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER =------------------------------ # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE #. 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) ALENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT #. 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" 20, PSF 80 MPH CA " 01 1.000:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between.the ridge, of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally.to each braced bay. Hence thesum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution'of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the Pinned Endwall will be designed as the lateral support "system of the frame. Endwall bracing for the Rigid Endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM 1-02-01 ROOF STRUCTURALS ------------------------------------------------------------------------------------------------------------------------------------ LEFT SIDEWALL EAVE STRUTS PAGE 5 ORDER # 140981 . BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT.# 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" -------------------------------------------7-------------------------------------------------------=-------------------------------- 18' 0" 20 PSF 80 MPH CA 01 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) (IN -K) (K) (IN-K) +----------------------------------------------------------+ 1 BAY SPAN LOAD UNIFORM LOADS -0.12. 1.54 -0.12 NUMBER WIDTH DL CLL LL WPRESS. WSUCT 2 DL + WL (S) 0.00 +----------------------------------------------------------+ 0.00 -0.06 3 1 20.00 1.99 1.4 11.0 20.0 0.0 0.0 -0.04 0.59 -0.04 2 16.00 1.99 1.4 11.0 20.0 0.0 0.0 4 D+CLL+EQR/1.4 -0.04 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------=-----------------------------+ BAY LOCATION/ NUMBER POSITION --" +-------------------------------------------------------------------------------------------------------=- 1 6.50 11.50 BOTTOM BOTTOM 2 6.50 11.50 BOTTOM BOTTOM NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES DEPTH THICK MINTHK +------------------------------+-----------------------------------------+ FLG RAD LIP AREA FRONT EW REAR EW (IN) (IN) SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + CLL + LL -0.12. 1.54 -0.12 -1.54 2 DL + WL (S) 0.00 0.06 0.00 -0.06 3 D+CLL+EQL/1.4 -0.04 0.59 -0.04 -0.59 4 D+CLL+EQR/1.4 -0.04 0.59 -0.04 -0.59 SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------------------------------------------------------------------------------- BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +-------------------------------------------------------- 1 0540505 263-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 215-4 8.00 0.096 - 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 06/29/06 D E S I G N D A T A R E P O R.T PD120ODSN TIME: 10:44 AM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 -------------------------------------------------------------------------------------------------------=---------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLOR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 181. 0" 20 PSF 80 MPH CA 01 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ D$SIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------- 1 0.0 0.7 10.3 0.069 1 .10.0 41.2 .132.6 0.00. 35.60 0.311 1 10.0 0.1 41.2 0.097 1 4.2 46.2 2 16.0 -0.6 10.3 0.055 1 8.0 26.1 132.6 0.00 35.60 0.197 1 8.0 -0.1 26.1 0..039 1 4.2 46.6 NOTES: XV = DISTANCE•(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW. = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 06/29/06 D E S I G N D A T A R E P 0 R -T REAR EW PD1200DSN TIME: -------------------------------------------------7---------------------------------------------------------------------------------- 10:44 AM 1-02-01 ROOF STRUCTURALS. RIGHT SIDEWALL EAVE STRUTS PAGE 7 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT --------------------------------------------------------------------------------------=--------------------------------------------- # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" 20 -PSF 80 MPH CA 01 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +---------------------------------=------------------------+ 1 20.00 1.99 1.4 11.0. 20.0 0.0 35.2 2 16.00 1.99 1.4 11.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +------------------------------------=------------------------------------------------------------------ BAY LOCATION/ NUMBER POSITION +-------------------------------------------=-------=------------=----------------------------------------------+ 1 .6.50 11.50 BOTTOM BOTTOM 2 6.50 11.50 BOTTOM BOTTOM NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+---------------------------- NOTES: MINTHK = MINIMUM DESIGN THICKNESS FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT. NO DESCRIPTION (K) (IN -K) (K) (IN -K) +------------------------------+---=------------------ 1 DL + CLL + LL -0.12 1.54 -0.12 -1.54 2 DL + WL (S) 0.13 -1.61 0.00 -0.06 3 D+CLL+EQL/1.4 -0.04 0.59 -0.04 -0.59 4 D+CLL+EQR/1.4 -0.04 0.59 -0.04 70.59 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------- ------------------------------------------------ -----------+ BAY PART LENGTH DEPTH -THICK MINTHK FY FLG RAD LIP AREA I IX IY NUMBER NUMBER (IN) (IN) (IN) (IN)' (KSI) (IN) (IN).- (IN) (IN**2) '(IN**4) (IN**4) +--------------------------------------------------------------------_---------------------------------------------- ------------------------------------ +1 1 0540505 263-4 8.00 0.096 0.072 60.00 3.50 0.31 1.38 1.61 15.98 2.94 2 0540505 215-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 1.61 15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 06/29/06 D E S I G N D A T A R E P 0'R T PD120ODSN TIME: 10:44 AM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 -------------------------------------------------------------------------------------------------------7---------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0". 18" 0" .20 PSF 80 MPH CA 01 1.000:12 ------------------------- DESIGN DATA SUMMARY ---------- =------------------------------------------------------------ ----------------------------------------------- --------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR &.BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------.----------------------------------- ------------------------- - - - - -- ----- - --- -+ 1 0.0 0.7 1.6 0.449 1 10.0. -36.3 176.2 4.60 38.30 0.327 2. 10.0 0.1 41.2 0.097 1 4.6 24.4 2 16.0 -0.6 10.3 0.055 1 8.0 26.1 132.6 0.00 35:60 0.197 1 8.0 -0.1 26.1 0.039 1 4.6 46.6 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) -" — - ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE.'OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND — DATE: 06/29/06 D E S I G N D A T A R E P O.R T PD1200DSN TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS. LEFT SLOPE PURLINS PAGE 9 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 70' 0" 40' 0" 18' 0" 20 -PSF 80 MPH CA 01 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------------------------------------------+ (FT & PSF), BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +---------------------------------------------------------------------------- CLL LL WPRESS WSUCT +---------------------------------------------------=--------+ 1 20.00 5.00 1.4 11.0 20.0 0.0 25.4 SIMPLE 2 16.00 5.00 1.4 11.0 20.0 0.0 25.4 SIMPLE NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF), +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +---------------------------------------------------=--------+ 1 20.00 4.49 1.4 11.0 0.0 0.0 26.2 2 16.00 4.49 1.4 11.0 0.0 0.0 26.2 PURLIN BRACE LOCATIONS +-------------------------=----------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------------------------------------------------------------------------+ 1 6.50 11.50 BOTTOM BOTTOM 2 6.50 11.50 BOTTOM BOTTOM NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +--.---------------=------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION. (K) (IN -K) (K) (IN-K)' +------------------------------+--------------------------------=--------+ 1 DL + CLL + LL -0.32 3.88 -0.32 -3.88 2 -DL + WL (S) 0.24 -2.88 0.24 2..88 DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM -------------------------------------------------------------------------=---------------------------------------------------------- 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES ,(TYPE) (WIDTH) (LENGTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" .20 PSF 80 MPH CA 01 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------- ----------------------=----- BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY . NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +------- --------- ------------------------------------ --------- -------- ---------- ---- ---------- 1 0530925 263-4 8.00 0.082 0.081 60.00 2.63 0.25 1.13 1.23 ' 11.95 2.51 2 0530924 215-4 8.00 . 0.067 0.061 60.00 2.63 0.25 1.06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +-------------------------------------------------------------------------------------- ----------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD --'XC ACTVC ACTMC CSRC LD -------------------------------- ------------------- ------------------------------------------ =--------------------------+ 1 0.0 1.7 6.3 0.267 2 10.0 97.8 100.0 0.00 20.00 0.977 1 10.0 0.2 97.8 0.956 1 2 16..0 -1.3 3.4 0.394 2 8.0 61.6 77.1 0.00 15.90 0.798 1 8.0 -0.2 61.6 0.639 1 DESIGN DATA SUMMARY (cont.) +---------------------------+ BAY STRUT LOAD NUM ACT ALLOW W/S +---------------------------+ 1 0.0 8.1 W 2 1.4 19.9. S NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates Overstress condition) LD = CONTROLLING LOAD COMBINATION•FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND/SEISMIC LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND/SEISMIC DATE: 66/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 11 -----------------------------------------------------------------------------------------=------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR, ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). UNIT # 1 BLDG DESCRIPTION LRF 70' 0 40' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 -------------------------------------=-------------------------------------------------------------=-------------------------------- DESIGN DATA SUMMARY - WEB CRIPPLING +--=----------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM AALLM ACTP ALLP CSRBC LD +-------------------------------------------------------------------------------------+ 1 S 1.7 CLIP 1 -3.8 100.0 1.70 CLIP 1 1 E -1.6 CLIP 1 0.0 100.0 -1.60 CLIP 1 2 S. 1.3 CLIP 1 0.0 77.1 1.30 CLIP 1 2 E -1.3 CLIP 1 -3.8 77.1 -1.30 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK - -- — ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: ------------------------------------------ 10:44 AM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS - PAGE 12 ORDER ----------------------------------------- # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER ------------------------------------------------ # 06-267 BLDR ACCOUNT # 20-04-007-90 BLOR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ----=-------------------------- # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0". ------------------------------------------- 181. 0" -.------------- 20 PSF =-----=------------------------------------- 80 MPH CA 01 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +------------------------------------------------------------------------- BAY SPAN BAY SPAN LOAD UNIFORM LOADS LAP •PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------- +---------------------------------------------=--------------+ - ------------- 1 20.00 .5.00 1.4 11.0 20.0 0.0. 25.4 SIMPLE 2 16.00 5.00 1.4 11.0 20.0 0.0 25.4 SIMPLE NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +--------------------------------------=---------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL* LL WPRESS WSUCT +---------------------------------------------=--------------+ 1 20.00 4.49 1.4 11.0 0.0 0.0 26.2 2 16.00 4.49 1.4 11.0 0.0 0.0 26.2 PURLIN BRACE LOCATIONS ------------------ ------------- LOCATION/ " NUMBER POSITION +------=----------------------------------------------- ----------------------------------------------=----------+ 1 6.50 11.50 BOTTOM BOTTOM 2 6.50 11.50 BOTTOM BOTTOM NOTES: PURLIN. BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +- --- --- --------------=----------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR' MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) +----------------- -------------- - ------------------------------+ . 1 DL + CLL + LL -0".32 .3.88 -0.32 -3.88 2 DL + WL (S) 0.24 -2.88 0.24 2.88 DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS, RIGHT SLOPE PURLINS PAGE 13 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 70' 0" 40' 0" 18' 0" 20 -PSF 80 MPH CA 01 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------------------------------------------------------------------- -+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +--------------------------------------------------------------------------------------------------------------- + 1 0530925 263-4 8.00 .0.082 0.081 60.00 2.63 0.25 1.13 1.23 11.95 2.51 2 0530924 215-4 8.00 0.067 0.061 60.00 2.63 0.25 1.06 .1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +-----------------------------------------------------------------------------------------------------=-----------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD . XC ACTVC ACTMC CSRC LD +-------------------------------------------=------- --- ------------ -------------------------------------------------------+ 1 0.0 1.7 6.3 0.267 2 10.0 97.8 100.0 0.00 20.00 0.977 1 10.0 0.2 97.8 0.956 1 2 16.0 -1.3 3.4 0.394 2 8.0 61.6 77.1 0.00 .15.90 0.798 1 8.0 -0.2 61.6 0.639 1 DESIGN DATA SUMMARY (cont.) +---------------------------+ BAY STRUT LOAD NUM ACT ALLOW W/S ----------------------------- 1 0.0 8.1 W 2 0.9 19.9 S NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL"SHEAR (KIPS) ALLY = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC =.DISTANCE (FEET) FROM LEFT SUPPORT TO. POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION ' CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND/SEISMIC LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND/SEISMIC DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM ------------------------------------------------------=----------------------------------7------------------------------------------ 1-02-01ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 14 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' _0" .20 PSF 80 MPH CA 01 1.000:12 ----------------------------- DESIGN DATA SUMMARY - WEB CRIPPLING +- -------------------------------------------------------------------------- - - - - -- BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +------------------------------------------------------------------------------------- 1 S 1.7 CLIP 1 -3.8 100.0 1.70 CLIP 1 1 E -1.6 CLIP 1 0.0 100.0 -1.60 CLIP 1 2 S 1.3 CLIP 1 0.0 77.1 1.30 CLIP 1 2 E -1.3 CLIP 1 -3.8 77.1 -1.30 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP' = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT, (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 15 -----------------------------------------------------------------------------------------------------------------------------=------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH). (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ----------------------------------------------------------------------------------------=------------------------------------------- LRF 70' 0" 40' 0" 18' 0" 20 PSF 80 MPH CA O1 1.000:12 SPAN AND UNIFORM LOADS -----.---------------------------------------------------------------------------------------------- (FT & PSF) (WIND PRESURE = 16.3 PSF / WIND SUCTION = 23.6 PSF) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) --------------------------------------------------------------------------------------------------- 22.00 18.00 --------------------------------------------------------------------------------------------------- LOAD WIDTH / LEFT LAP / RIGHT LAP 11.33 3'.92/0.0/0.0 3.92/0.0/0.0 7.50 5.67/0.0/0.0 5.67/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 22.00 18.00 ------------------------------------------------------------------ 11.33 Z80/0530926 263-4 Z80/0530925 215-4 7.50 Z80/0530926 263-4 Z80/0530925 215-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) ----------------------------------------------------=---------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 22.00 18.00 -----------------------------------------------------------------7---7-7--------------------------- ALL 5.50 ELEVATIONS 11.00 • 16.50 NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION -------------------------------- 1 WIND PRESSURE 2 WIND SUCTION DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: ------------------------------------------ 10:44 AM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS -----------------------------------= PAGE 16 ORDER ----------------------------------------- # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 ------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE)' (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) ,(CODE/YEAR) (SLOPE) UNIT ---------------------------------------------------------------------------.-------------=------------------------------------------- # 1 . BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2)' (IN**4) (IN**4) 0530925 Z 8.00 0.082 60.00 2.63 0.25. 1.13 1.23 11.95 2.51 0530926 Z 8.00 0.096 60.00 2.63 0.25 1.13 1.43 13.89 2.91 DESIGN DATA SUMMARY. (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +---------------------------------- SAY/SECTION ************.SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XCACTVC ACTMC CSRC LD COND +--------------------------------------------=---------------------------------------------------- 1 0.0 -1.3 13.5 0.099 2 10.0 -80.2 156.6 0.512 2 10.0 -0.2 -80.2 0.236 2 2 16.0 1.1 8.4 0.128 2 8.0 -51.4 66.7 0.770 2 8.0 -0.2 -51.4 0.149 2 DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN. TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 17 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90. BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 70' 0" 40' 0" 18' 0" 20. PSF 80 MPH CA O1 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) --------------------------------------------------------------------------------------------------- (WIND PRESURE = 16.3 PSF / WIND SUCTION = 23.6 PSF) GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 22.00 ---------------------------------------------------------------- 18.00 LOAD WIDTH / --------------------------------------------------------------------------------------------------- --- LEFT LAP / RIGHT LAP -------------------------------- 12.50 4.75/0.0/0.0 7.50 6.25/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) ) ---------------------------------- --------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 22.00 18.00 ------------------------------------------------------------------ 12.50 Z80/0530926 215-4 7.50 Z80/0530926 215-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION (FT)) -------------------------------------------------------------------------------- GIRT ELEVATION SECTION 1 SECTION 2 LENGTH(FT) 22.00 18.00 --------------------------------------=------------------------------------------------------------ NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION . DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 18 ------------------=------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S -------------------------------- BLDR ORDER # 06-267 -------- BLDR ------------------------- ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES .(TYPE) (WIDTH) ALENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 40' 0" 18' 0" 20 PSF 80 MPH. CA 01 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2), (IN**4) (IN**4) 0530926 Z 8.00 0.096 .60.00 2.63 0.25 1.13 1.43 13.89 2:91 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +------------------------------------------------------------------------------------------------------------------------ - - - - -+ BAY/SECTION ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LU COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD GOND +------------------------------------ 2 0.0 -1.2 13.5 0.088 2 8.0 -56.6 82.6 0.686 2 8.0 -0.2 -56.6 0.118 2 DATE: 06/29/06 D E S I G N D A T A R E P O R T --------------------------- ----------- ------+ FLG RAD LIP AREA PD1200DSN. TIME: 10:44 AM ---------------- 2-02-01 ROOF STRUCTURALS. -------------------- RIGHT SIDEWALL EAVE STRUTSPAGE 21 ------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S -------------- BLDR ORDER # 06-267 --------- ----------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES. (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION ---------- WX 20' 0" 20' 0" --------------------------------------- 18' 0" ---------------------------------- 20 PSF. 80 MPH CA 01 1.000:12 ------------------------------ SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +---------------------------------------------=------------+ 1 16.00 1.99 1.4 11.0. 20.0 0..0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS + -------------------------------------- BAY------------------------------ NUMBER LOCATION/ POSITION +----------------------------- 1 5.50 10.50 BOTTOM BOTTOM NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES LENGTH DEPTH THICK MINTHK FY --------------------------- ----------- ------+ FLG RAD LIP AREA NUMBER +------------------------------+----------.-------------------------------+ (IN) (IN) (IN) (IN) (KSI) IX IY (IN) (IN) (IN) (IN* *'2) (IN**4) (IN**4) +--------------------------------------------------------------------------- FRONT EW REAR EW 239-4 .8.00 ..0.096 0.060 .60.00 SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION W. (IN -K) (K) (IN-K) +------------------------------+-------------------------=---------------+ 1 DL + CLL + LL -0.12 1.54 0.00 0.00 2 DL + WL (S) 0.00 0.06 - 0.00 0.00 3 D+CLL+EQL/1.4 -0.04 0.59 0.00 0.00 4 D+CLL+EQR/1.4 -0.04 0.59 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------- - BAY PART LENGTH DEPTH THICK MINTHK FY --------------------------- ----------- ------+ FLG RAD LIP AREA NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) IX IY (IN) (IN) (IN) (IN* *'2) (IN**4) (IN**4) +--------------------------------------------------------------------------- 1 0540505. 239-4 .8.00 ..0.096 0.060 .60.00 3.50 0.31 1.38 1.61 . -15.98 2.94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM ------------------------------------------------------------------------------------------------------------------------------------ 2-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 22 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ .20-04-007-90 NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) - (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT #. 2 BLDG DESCRIPTION WX -------------------------------------------------------------------------- 20' 0" 20' 0".. 18' 0" 20 PSF 80 MPH CA O1 .1.000:12 DESIGN DATA SUMMARY +----=---------------------------------- BAY *********** SHEAR *********** ----------------------------------------------------------------------------------=--------+ *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR &.BENDING **. STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +-------------------------------------------------------------- ----------------------------------------------------------------.----+ 1 0.0 0.6 10.3 0.055 1 8.0 26.1 132.6 0.00 35.60 0.197 1. 8.0• 0.1 26.1 *0.039 1 3.3 46.6 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) --- '— = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress -condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING.MOMENT DUE TO WIND DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM 2-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 23 7------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 . BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT ---------------------------------------------------------------------------------------------------=-------------------------------- # 2 BLDG DESCRIPTION WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA O1 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +-------------------------------------------------- BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS. WSUCT LEFT RIGHT TYPE +-------------------------------------------------------------------------------------+ 1 16.00 5.00 1.4 11.01 20.0 0.0 17.7 SIMPLE NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------------------ -----+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------.- 1 16.00 4.49 1.4 11.0 0.0 0.0 17.8 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------------------------------------------------------- 1 5.50 10.50 BOTTOM BOTTOM — NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K), (IN-K) +------------------------------+-------------------------------------- + 1 DL + CLL + LL -0.32 3.88 0.00 0.00 .2 DL + WL (S) 0.16 -1.96 0.00 0.00 DATE: 06/29/06 D E S I G N D A T A R E P O R T- PD120ODSN TIME: 10:44 AM 2-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 24 ---------------------7-------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------------------------------------------------------------------- -------------------- - - - - -+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2)(IN**4) (IN**4) +--------------------------------------------------------------------------------------------------------------- 1 0530924 239-4 8.00 0.067 0.061 . 60.00 2.63, 0..25 1.,06 1.00 9.76 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +-----------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *****.****** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD +---------------------------------------------------------------------------------------------------- 1 0.0 1.3 3.4 0.394 1 8.0 ' 61.6 77.1 0.00 15.90 . 0.798 1 8.0 0.2 61.6 0.641 1 DESIGN DATA SUMMARY (cont.) +---------------------------+ BAY STRUT LOAD NUM ACT ALLOW W/S +---------------------------+ 1 0.0 8.8 W NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT.(IN-KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND/SEISMIC LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND/SEISMIC DATE: 06/29/06 D E S I G N D A T A R E P O R T PD120ODSN TIME: 10:44 AM. 2-02-01 ROOF STRUCTURALS' RIGHT SLOPE PURLINS PAGE 25 --------------------------------------=-----------------------------------------=--------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345--7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA 01 1.000:12 -------------------------------------------------------------------------------------=---------------------------------------------- DESIGN DATA SUMMARY -'WEB CRIPPLING +-------------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +---------------------------------------------- 1 S 1.3 CLIP 1 -3.8 77.1 1.30 CLIP 1 1 E -1.3 CLIP 1 0.0 77.1 -1.30 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO -.BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN 203_01-SIDEWALL TIME: _10_44 -AM---------_.------------ _ ------ STRUCTURALS RIGHT SIDEWALL.GIRTS PAGE 26 ORDER # 140981 BUILDER - NORTH ------------------ VALLEY BUILDING S ------------- BLDR ORDER --------------_---- # 06-267 --------------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION WX--------20'--0"- --------CA 20' 0" _----_--18'_-0"---------_20--PSF BO MPH- 01 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) ---------------------------------------------------------------------.------------------------------ (WIND PRESURE.= 16.0 PSF / WIND SUCTION = 16.0 PSF) GIRT ELEVATION SECTION 1 LENGTH(FT) 20.00 ---------------------------------------- WIDTH / LEFT LAP. / w RIGHT LAP ----------------------------------------------------=----.---=-------------- 11.33 3.92/0.0/0.0 7.50 5.67/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) GIRT ELEVATION SECTION 1 LENGTH(FT) 20.00 --------------------------------------------- 11.33 280/0530923 239-4 7.50 Z80/0530923 239-4 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF.SECTION (FT)) -------------------------.----------------------------------------------------------- — GIRT ELEVATION SECTION 1 LENGTH(FT) 20.00 --------------------------------------------------------------------------------------- NO BRACES FOR THIS WALL NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME, LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION --------------------------------- I WIND PRESSURE 2 WIND SUCTION DATE: 06/29/06 D E S I G N D A T A R E P O R T RADIUS PD1200DSN TIME: ----------------------------------------------------------------------------------------=---------------------------------=--------- 10:44 AM 2-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 27 ORDER # 140981. BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 (IN**2) BLDR ACCOUNT # 20-04-007-90 BLDR, CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). UNIT ------- # 2 BLDG DESCRIPTION ---------------------- WX 20' 0" ------------------------ 20' 0" -------------- 18' 0" ------------------------ 20 PSF -------- 80 MPH CA 01 1.000:12 ------------ ------- -------- - - - - - - SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 0530923 Z 8.00 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS +------------------------------------------------------------------------------------------------------------ --------+ SHEAR BAY SECTION ************ ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD COND XC ACTVC ACTMC CSRC LD COND -------------------------------- 7 ------------------------------------------------ =------------- 1 0.0 0.7 3.3 0.222 1 8.0 -34.8 39.5 0.881 2 8.0 0.1 34.8 0.195 1 DATE: 06/29/06 D E S I G N D A T A R E P 0 R T- PD120ODSN TIME: 10:44 AM 2-04-01 ----------------------------------------- ENDWALL STRUCTURALS =------------------------------------------- FRONT ENDWALL GIRTS I PAGE 28 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER ------------------- # 06-267 7 ---------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP" - Visalia COMPLEX - YES - (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) .(CODE/YEAR) ,(SLOPE) UNIT # 2 1 BLDG DESCRIPTION WX 20' 0" 20' 0" 181 0" ------------------------------------- 20 PSF 80 MPH CA 61 1.000:12 SPAN AND UNIFORM LOADS (FT & PSF) ------------------------------------------------------------------------------------=-------------- (WIND PRESURE = 16.0 PSF / WIND SUCTION = 16.0 PSF) GIRT ELEVATION SECTION 1 LENGTH(FT) 20.00 ---------------------------------------.---- LOAD WIDTH / LEFT LAP / ---------------- -------------------- RIGHT LAP =----------------------------------- ----------------------------------------------------------------------------=------ 12.00 4.33/0.0/0.0 7.50 6.00/0.0/0.0 GIRT LOCATIONS (TYPE/ PART NUMBER - LENGTH(IN) --------------------------------- -------- GIRT ELEVATION SECTION 1 LENGTH(FT) 20.00 ------------- -------------------------------- 12.00 Z95/0550296 223-2 7.50 Z95/0550296 223-2 INNER GIRT BRACE LOCATIONS (DISTANCE FROM LEFT SIDE OF SECTION..(FT)) ------------------------------------------------------------- ------------------------------------------ GIRT ELEVATION SECTION 1 LENGTH(FT). 20.00 --------------------------------------------------------------------------------- NO BRACES FOR THIS WALL LOAD COMBINATIONS +-------------- - ---------------+ NO DESCRIPTION ------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION SECTION PROPERTIES (ACTUAL FURNISHED PART) PART SHAPE DEPTH THICKNESS FY FLANGE RADIUS LIP AREA IX IY NUMBER (IN) (IN) (KSI) (IN) (IN) (IN) .(IN**2) (IN**4) (IN**4) 55296 Z 9.50 0.067 60.00 2.75 0.25 1.06 1.12 15.00 2.20 DATE: 06/29/06 D E S I G N D A T A R E P O R T PD1200DSN TIME: 10:44 AM 2-04-01 ENDWALL STRUCTURALS FRONT ENDWALL GIRTS PAGE 29 ------------------------------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BLDR ORDER # 06-267 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia COMPLEX - YES (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 2 BLDG DESCRIPTION WX 20' 0" 20' 0" 18' 0" 20 PSF 80 MPH CA O1 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) SIMPLE Z GIRTS + -- ------------------------- ------------------------------------=--------------------------------------------.--- --- - - - - -- SHEAR BAY SECTION ************ ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD COND XM ACTM ALLM CSRB LD GOND XC ACTVC ACTMC CSRC LD GOND +-----------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.9 3.8 0.248 1 9.7 54.7. 62.7 0.872 2 9.7 0.11 54.7 0.191 1 40 LONGITUDINAL BRACING DESIGN PAGE: 30 BAYS BRACING LOCATION H w CUSTOMER: Smuckers Quality Beverages DATE: 06/29/06 9.7 BUILDER: North Valley Building Systems, Inc. DESIGNED BY: Humberto Aguilar p- BMC ORDER #: 140981 9.7 7.7 BLDR ORDER #: 06-Z67 WIDTH LENGTH HEIGHT 6.0 4.8 90 40 16 RSW SEISMIC BUILDING LOADINGS: I BUILDING CODE: C13G ROOF LIVE/SNOW LOAD: 20 EDITION YEAR:. 2-001 DEAD LOAD: 4 COLLATERAL LOAD: 11 WIND DESIGN: WIND SPEED(V in mph): 80 WIND EXPOSURE FACTOR: C WIND IMPORTANCE FACTOR(I): 1.00 MEAN ROOF'HEIGHT(H)(ft): 17.88 Ce= 1.13 Cq= 1.3 total for building walls and at each parapet q=0.00256(V)^2= 16.38 psf P=(Ce)(Cq)gl= 24.07; psf 10 psf minimum ( 0:0241 ) ksf SEISMIC DESIGN: SEISMIC ZONE: 3 I SEISMIC COEFFICIENT C. (FROM 16-0): SEISMIC ZONE FACTOR Z (FROM 16-1): 0.3 ' SEISMIC COEFFICIENT C„ (FROM 16-R): SEISMIC IMP. FACTOR(1): 1 BRACING R: 5.6 SOIL PROFILE TYPE: Sd BRACING 0 0 ;FROM TABLE 16-N): 2.2 0.36 0.54 STRUCTURAL PERK`^' T = C, (h„ )'�" = 0.1739 (30-8) Actual V =S T W = .0.55 W (30-4) WHERE C, = 0.020 for Braced Frames OR 0.035 for Moment Frames 2.5^�+ aI CONTROLLING V/1.4= 0.129 W (ROOF) Max V = R W = .0.161 W(30-5) 0.500 20 P = 2 — = 1.33 (30-3) SHALL NOT BE LESS THAN: r. AB V=0.11 Ce IW= pmax = 1 . 5, -(pmin = 1 . O US@ P = 1.33 FOR SIDEWALL RODS: V= 0.161 Ed2V= 0.354 CONTROLS E=pV=0.214 WEIGHT (W) OF FEW= 1.4 WEIGHT (W) OF REW=. 1.4 ROOF DEAD LOAD: 4 ROOF COLLATERAL LOAD: 11.0 TOTAL SEIS ROOF LD: DIAPHRAM Max V=C eI*w= Min V=0.5Ce1"w= 0.040 W (30-6) 0.360 W (33-1) 0.180 W (33-1) psf @ FEW psf @ REW BUILDING BRACING REACTIONS BAYS BRACING LOCATION H BAY SIZE 20 V rod V column H V rod V(column) 1 LSW IND 9.7 7.7 1 RSW IND 9.7 7.7 1 LSW SEISMIC 6.0 4.8 1 RSW SEISMIC 6.0 4.8 r. LONGITUDINAL BRACING DESIGN PAGE: 31 CO) CUSTOMER: Smuekers Ouality Beverages DATE: 6/29/2006 DESCRIPTION: 90' 0" x 20' 0" x 16' DESIGNED BY: Humberto Aguilar BUILDER: North Valley Building Systems, Inc. BMC ORDER #: 140981 BUTLER ORDER#: 140981 WIND LOADING SEISMIC LOADING BAY 20 (CIE) (np 20 20 STRUT STRUT DIST FEW REW BAY BAY TOTAL STRUT BAY BAYCNTRL CNTRL SPACE NO OF FROM STR WALL WALL POINT STRUT ROD ROD POINT LOAD PER ROD ROD ROD ROD ROD ROD OC BAYS LSW' HT HT HT LOAD LOAD LOAD LOAD LOAD BAY LOAD LOAD SIZE ALLOW SIZE ALLOW LSW 1 16.00 16.00 16.00 2.4 9.7 12.4 2.75 9.9 12.7 3/4 14.3/22.091 RSW 1 90 16.00 16.00 16.00 1.9 9.7 12.4 220 9.9 12.7 3/4 14.3/22.09' 25 1 11.6 4.2 3/4 14.3 25 18.08 18.08 18.08 4.9 7.3 1.8 2.6 20 1 3.4 1.1 1/2 6.2 45 19.75 19.75 19.75 5.3 5.3 1.8 1.8 25 1 4.8 1.6 1/2 6.2 70 17.67 17.67 17.67 4.8 7.8' 1.8 2.8 20 - 1 11.0 4.0 3/4 14.3 z ButleribO II Wall Panel 36" 12" 12" Outside Face Section through Panel Section Properties for One Foot of Width . 12" Panel Material Design Thickness in Weight (psf) E (ksi) Fy (ksi) Compression on Outside Compression on Inside Sx (in3). I (in4) Sx (in3) I (in4) 26 Ga. Steel 0.017 0.95 29500 50 0.0498 0.0603 0.0528 0.0417 24 Ga Steel 0.0225 1.25 29500 50 0.0768. 0.0903 0.0761 0.0583 Load / Span Table for One Foot of Width Legend: P = Pressure on Outside face S = Suction on Outside face Suction values do not include a 1/3 stress increase. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/girt connection. Allowable load values for other spans may be interpolated. .Allowable Uniform Loads s Panel Material(ksi) Fy. No. of Spans San = 3-9" San = 5'-0" San = T-0" San = T-6" P S P S P S P S 26 Ga. Steel 50 1 71 75 40 42 20 22 18 19 2 72 71 42 40 22 20 19 18 3 82 88 52' 50 27 25 23 22 24 Ga Steel 50 1 109 108 61 61 31 31 27 27 2 108 109 61 61 31 31 27 21 3 133 136 76 77 39 39 34 34 Legend: P = Pressure on Outside face S = Suction on Outside face Suction values do not include a 1/3 stress increase. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/girt connection. Allowable load values for other spans may be interpolated. Butlerib® II Roof Panel Design Data.G�: 33 M 36". v 12" 12" 1211 (LOutside Face ^ Section Through Panel Section Properties for One Foot of Width Panel Material ' Design Thickness in Weight s I E si) Fy (ksi) Compression on Outside I Compression on Inside Sx (in3) I (in4) I Sx (in3) jI in4 28 Ga. Steel 0.014 0.80 29500 80 0.0327 0.0410 0.0380 0.0317 26 Ga: Steel 0.017 0.95 29500 80 0.0452 0.0557 0.0503 0.0407 24 Ga Steel 0.0225 1.25 29500 80* 0.0724 0.0860 0.0715 0.0563 24 Ga Steel 0.0225 1.25 29500 50** 0.0785 0.0920 0.0807 0.0607 22 Ga Steel 0.0285 1.55 29500 50 0.1107 0.1267 0.1123 0.0800 0.032 Alum. 0.032 0.55 10000 21.5 0.1242 0.1433 0.1222 0.0900 * Painted Finish Only ** ALZN Finish Only Load / Span Table for One Foot of Width Legend: P = Pressure on Outside face * Painted Finish Only S = Suction on Outside face ** ALZN Finish Only Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/purlin connection. Allowable Uniform Loads Panel Material Fy si San = 2.5' San = 3.0' San = 4.0' San = 5.0' t San = 5.27' P S P S P S P S P S 28 Ga. Steel 80 100 115 84 96 63 72 42 52 38 47 26 Ga. Steel 80 158 139 132 116 90 87 58 70 52 65 24 Ga Steel 80* 180 185 170 154 145 115 93 92 83 88 24 Ga Steel 50** 1 160 146 140 122 98 91 74 73 70 69 22 Ga Steel 50 170 185 160 154 145 116 102 9391 88 0.032 Alum. 21.5 151 78 125 65 76 49 49 39 44 37 Legend: P = Pressure on Outside face * Painted Finish Only S = Suction on Outside face ** ALZN Finish Only Suction values do not include a 1/3 stress increase. All values shown are for 3 or more continuous spans. Calculations for allowable design loads consider bending, shear, combined bending and shear, web crippling, and panel pull -over. The suction values do not address the strength of the fastener/purlin connection. F I N A L F RAM E DES I G'N - C O N T E N T S DATE: 07/03/06 CADDS TIME: 05:11 PM ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT —Andy ---------------------------------------------------------------------------------------------------------------=-------------------- Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) --- (HEIGHT) -------- (LIVE) ------ (WIND) (CODE/YEAR)' (SLOPE) (UNIT) (FRAMELINES) PAGE NO DESIGN FRAME # 02 WX 20'-0" 18'-0" 20 PSF ------ 80 MPH ----------- CA 01 ------- 1.000 TO 12 ------ ---'--------------- y $ F 1 DESIGN FRAME # 05 LRF 70'-0". 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 '( Z� y� S 22 ---------------------- JOINT DATA --------------------- JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX, 1 Deleted 2 0.000 16.498 3 19.000 14.915 4 19.000 0.000 1 1 0 1 0 0 0 0 1 0 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) F R A M ED E S I G N - G E N E R A L I N F O R M A T I O N MEMBER DATE: 07/03/06 MOM. RELEASE K VALUES NUMBER JOINTS. START END IN PLANE OUT OF PLANE 1 CADDS TIME: 05:11 PM ----------=----------------------------------------------------------------------=------------------------------------------------=- 2 3- 2 0 0 1.00 1.00 3 .4 - 3 PAGE: F 1 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME --------------------------------------------------------------------------------7-----------7--------------------------------------- # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH 'CA 01 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 17.669 FT. 16.002 FT. 1 = 20.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 17.000 FT. 15.333 FT. COL. CLEAR HT. = 15.997 FT. 14.441 FT. CMX = 0.850 SLOPE (P/12.) = 0.000- 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = -0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 0.000 FT. 20.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 0.000 IN. 8.000 IN. GIRT DEPTH 0.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ---------------------- JOINT DATA --------------------- JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX, 1 Deleted 2 0.000 16.498 3 19.000 14.915 4 19.000 0.000 1 1 0 1 0 0 0 0 1 0 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 =.RELEASE 0 = NO RELEASE ) ## P Delta Analysis ## ------------------------------ MEMBER DATA ------------------------------ MEMBER MOM. RELEASE K VALUES NUMBER JOINTS. START END IN PLANE OUT OF PLANE 1 Deleted 2 3- 2 0 0 1.00 1.00 3 .4 - 3 0 1 1.00 1.00 ( 1 =.RELEASE 0 = NO RELEASE ) F RAM E D E S I G N - S E C O N D AR Y' / B RAC E L O C A T I O N S DATE: 07/03/06 TIME: 05:11 PM CADDSPAGE: F 2 -------------------------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy -Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) ,(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX. 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ DIST - Distance to secondary from the end of.the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. 0 FL Outside flange only braced ID. - B Base, W SW&EW Girt @ corner, U SW Girt, O -IF Outside and Inside flange braced V EW Girt Only, O Other, E Eave str, P Purl, L Lmk TP 0 -SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange. COLUMN 4- 3 BRACE ROOFBEAM 3- 2 BRACE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 0.00 E 0 FL 7.50 W O -SF NO 3.98 3.98 P O -SF 11.33 W 0 FL NO 8.98 8.98 P 0 FL 14.44 0 0 -IF YES 13.98 13.98 P 0 -SF 16.00 E 'O FL NO 18.98 18.98 P 0 -SF ---- — - 20.00 20.00 E 0 FL r F R A M E D E S I G N - C O N V E N T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 3 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP -'Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. . Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member.. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. . This is similiar to the MCONC load except that the moment is in the minor axis direction of .the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance. measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. '. — FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H). force is to the.right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - L 0 A D S U M M A R Y DATE: 07/03/06 CADDS TIME:'05:11 PM PAGE: F 4 -----------------------------------------------------------------------------7------------------------------------------------------ ORDER # 140981 . BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 181-0" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ GENERAL BUILDING INFORMATION DESIGN BAY = 20.000 FT. TOTAL BUILDING LENGTH = 20.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL OPEN 0.00 PSF ROOF BRII 26STL 2.37 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 0.87 PSF BUILDING USE AND LOCATION STATE =CALIFORNIA (INLAND) COUNTY = BUTTE USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP C APPLIED LOADINGS BUILDING CODE = CA - 2001: DEAD LOAD (DL ) = 2.370 PSF + FRAME DL . COLLATERAL LOAD (CLL) = 11.000 PSF l ROOF LIVE LOAD (LL ) = 20.000 PSF MIN COUNTY GROUND SNOW LOAD = O'PSF INCLUDES 1..00 IMPORTANCE FACTOR MIN COUNTY RAIN ON SNOW = 0.0 PSF ROOF EXPOSURE = Partially Exposed Roof THERMAL CONDITION. = Normal COEFFICIENTS TRIBUTARY.LOAD FACTOR RIGHT ROOF 80.00$. LOAD' COEFF 1.00 NET ROOF LOAD (PSF) 16.00 F R A M E D E S I G N - L 0 A D S U M M A R Y. DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------- PAGE: F 5 ' ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION --------------------------------------------------------------------------------7-----------7--------------------------------------- WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 17.749 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 17.749 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD -UPLIFT = 80.000 MPH ( 17.749 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT. WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) LEFT SIDEWALL 0.800 (PRESSURE) -0.500 (SUCTION ) 0.000 0.000 LEFT ROOF -0.700 (SUCTION ) -0.700 (SUCTION ) 0.000 0.000 RIGHT ROOF -0.700 (SUCTION ) -0.700 (SUCTION ) 0.000 0.000 RIGHT SIDEWALL -0.500 (SUCTION ) 0.800 (PRESSURE) 0.000 0.000 ENDWALL WIND PRESSURE ENDWALL WIND SUCTION (EWP) (EWS) SIDEWALLS -0.700 (SUCTION ) -0.700 (SUCTION ) ROOF -0.700 (SUCTION ) -0.700 (SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200 (SUCTION ) -1.200. (SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - RIGHT ROOF = 15.370 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE = D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 3.150 Ct FACTOR = 0.035 T FACTOR = 0.306 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.00 Associated Load Combination 7' F R A M E D E S I G N -. L 0 A D C 0 M B I N A T I 0 N'S DATE: 07/03/06 CADDS TIME: ----------------------------------------------------------------------------------------=------------------------------------------- 05:11 PM PAGE: F 6 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-261 BUILDER ACCOUNT # 20-09-007-90 BLDR CONTACT - Andy Wood BLDR PHONE #.530-395-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 •LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP_ LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT. PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Stress .100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.330 N N N Stress 100.00 DL 100.00 WLL 3 DL + WLR 1.330 N N N Stress 100.00 DL 100.00 WLR 4 LL 1.000 N N N V Defl .100.00 LL 5 3/9 WLL 1.000 N N N H Defl 75.00 WLL' 6 3/4 WLR 1.000 N N N H Defl 75.00 WLR 7 D+CLL+EQL/1.9 1.330 N Y N Stress 100.00 DL 100.00 CLL 72.00 EQ 8 D+CLL+EQR/1.9 1.330 N Y N Stress 100.00 DL 100.00 CLL -72.00. EQ 9 EQL 1.000 N Y N H Defl 100.00 EQ 10 EQR. 1.000 N Y N H Defl -100:00 EQ 11 PD+PC+0.70PL+EQLm 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ, 12 PD+PC+0.70PL+EQRm 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 13 0.85P(DL+CL)+EQLm 1.700 Y N N Axial T 85.00 DL - 85.00 'E -LL 280.00 EQ 14 0.85P(DL+CL)+EQRm 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 15 DL+CL+EQLm .1.700 N N N Conns 100.00 DL 100.00 CLL 280.00 -EQ 16 DL+CL+EQRm 1.700 N N N Conns 100.00 DL 100.00 CLL -280.00 EQ 17 DL + EWP 1.330 N N N Stress 100.00 DL 100.00 EWP 18 3/4 EWP 1.000 N N N H Defl 75.00 EWP F R A M E D E S I G N- A P P L I E D L 0 A D S DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 7. ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 LOAD CASE (DL') DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/. LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 3 - 2 UNIF 0.00 20.00 0.000 K/FT -0.047 K/FT 0.000 K/FT LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CLL 2 3 - 2 UNIF 0.00 20.00 0.000 K/FT -0.220 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES. LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 3 - 2 UNIF 0.00 20.00 0.000 K/FT -0.320 K/FT 0.000 K/FT' LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 2 3 - 2 UNIF 0.00 20.00 0.248 K/FT 0.248 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 0.00 16.00. 0.177 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO .(START -END) TYPE FT FT X Y Z LOCATION WLR 2 3 - 2 UNIF 0.00 20.00 0.248 K/FT 0.248 K/FT 0.000 K/FT WLR- 3 4 - 3 UNIF 0.00 16.00 -0.284 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ.) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES. LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X ..Y Z LOCATION EQ 2 3 - 2 CONC 20.00 1.230 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 UNIF 0.00 16.00 0.003 K/FT 0.000 K/FT 0.000 K/FT F. R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 8 ORDER # 140981 --------------------------------------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT.- Andy Wood IBLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH). .(HEIGHT) .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN --------------------------------------------------------------------------------------------=--------------------------------------- SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 2 3- 2 UNIF 0.00 20.00 0.'248 K/FT 0.248 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 16.00 0.248 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 2 3 - 2UNIF 0.00 20.00 0.248 K/FT 0.248 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 16.00 0.248.K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 3 3 4 - 3 • CONC .' 0.00 -1.000 KIP 0.000 KIP 0.000 IN -K Neutral axis C 3 3 4 - .3 CONC 14.91 1.000 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T'I E S DATE: 07/03/06 CADDS TIME: 05:11 --------------------------------=--------------------------------------------------------------------------------------------------- PM PAGE: F 9 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------------------------ # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 MEMBER NO. 2 JOINTS 3 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LOBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (ZN) RATIO (FT) (FT) 1 1 1.25 12.00 3.88 101.51 5.21 1.33. 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 4.00 2.74 2 3.98 12.00 3.88 .101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9:60 95.83 5.02 10.03 3 8.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16. 1.33 1.33 9.60 9.60 95.83 5.02 10.03 4 13.98 12.00 3.88 101.51 5.21 1.33 1.33 .5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 10.03 5 18.98 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 5.02 5.02 6 19.96 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.02 1.02 7 20.00 12.00 3.88 101.51 5.21 1.33 1.33 5.11 1.16 1.33 1.33 9.60 9.60 95.83 1.02 1.02 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.250 WEB = 0.120 - INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.40 41.77 5.21 1.36 1.36• 3.51 1.24 1.36 1.36 6.40 6.40 62.50 7.50 7.50 2 3.75 8.00 3.:40 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 - 6.40 62.50 7.50 7.50 3 7.50 8.00 3.40 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6:40 62.50 7.50 7.50 4 11.33 8.00 3.40 41.77 5.21 1.36 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50, 3.83 6.94 5 14.4.4 8.00 3.40 41.77 5.21 1.36'_ 1.36 3.51 1.24 1.36 1.36 6.40 6.40 62.50 3.11 6.94 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 07/03/06 CADDS TIME: 05:11 -----------------------------------------------------------------------------------=------------------------------7----------------- PM PAGE: F 10 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345.-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 02 • DESCRIPTION WX 20'-0" 18'-0" 20 PSE 80 MPH CA 01 1.00.0 TO 12 ROOF BEAM 3 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.88 16.92 16.92 2.27 -1.09 35.44 43.89 42.48 5.09 13.04 0.97 1:00 1.73 0.02 0.00 0.00 0.02 3 1 2 12.00 3.88 16.48 16.48 0.42 171..14 33.00 31.94 33.00 .5.09 13.04 0.97 1.00 1.27 0.00 0.33 0.36 0.36 1 1 3 12.00 3.88 16.92 16.48 0.20 315.69 .33.00 31.94 33.00 2.42 13.04 0.97 1.00 1.27 0.00 0.58 0.57 0.59 1 1 4 12.00. 3.88 16.48 16.48 -0.30 280.00 33.00 31.94 33.00 -3.56 13.04 0.97' 1.00 1.05 0.00 0.53 0.59 0.59 1 1 5 12.00 3.88 16.48 16.48 -0.45 64.25 33.00 31.94 33.00 -5.38 13.04 0.97 1.00 1.52 0.00 0.12 0.14 0.14 1 '1 6 12.00 3.88 16.92 16.92 2.18 0.00 35.44 43.89 43.89 -5.40 13.04 0.97 1.00 1.75 0.02 0.00 6.00 0.02 3 1 7* 12.00 3.88 16.92 16.92 2.18 0-.00 35.44 43.89 43.89 -5.70 13.04 0.97 1.00 1.75 0.02 0.00 0.00 0.02 3 1 COLUMN 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX 'SIX' FORCE MOMENT FA FBO FBI FORCE SHEAR QS. QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.40 10.44 10.44 6.45, 0.00 33.00 33.00 33.00 2.11 23.02 1.00 1.00 1.75 0.06 0.00 0.00 0.06 1 3 2 8.00 3.40 10.44 10.44 -1.69 46.88 43.89 43.89 43.89 1.04 23.02 1.00 1.00 1.75 0.01 0.10 0.10 0.11 3 3 3 8.00 3.40 10.21 10.21 -1.74 93.75 43.89 43.89 43.89 1.04 23.02 1.00 1.00 1.75 0.01 0.21 0.25 0.26 3 3 4 8.00 3.40 10.44 10.21 -2.16 -59.07 43.89 43.89 43.89 -1.77 23.02 1.00 1.00 1.730.01 0.15 0.13 0.17 17 3 5* 8.00 3.40 10.44 10.44 6.32 0.00 26.47 33.00 33.00 -1.77 23.02 1.00 1.00 1.75 0.07 0.00 0.00 0.07 1 3 r F R A M E D E S I G N - W E L D S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 11 ------------------------------------------------------------------------------=-=------------------- ------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER V 06-267 BUILDER ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 --------------------------------------------------------------------------------------------------------=--------------------------- PART WEB WEB- FLG-TO-WEB .FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV86134 1 0.120 0.184 1/8 2.620 3 1 3' OV86132 1 0.120 0.412 1/8 2.620 2 7 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD t FR A M E D E S I G N - S P L'I C'E S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------------------------------------------------------------------------=-------- PAGE: F 12 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy -Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" ------------------------------------------------------------------------------------------------------------------------------------ 20 PSF .80 MPH CA 01 '1.000 TO 12 SPLICE LOCATION_ MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS. KIPS IN -KIPS 01 COLUMN 01 1 3 1 DL + EWP -2.03 -1.84 0.00 DL + EWP -2.03 -1.84 0.00 02 2 5 DL + EWP -2.20 1.55 0.00 DL + EWP -2.20 1.55 0.00 03 BEAM 00 1 2 8 DL + EWP -2.54 -1.57 0.00 DL + EWP -2.54 -1.57, 0.00 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS t F R A M E D E S I G N - R E A C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 13 ------------------------------------------------------------------------------------------------------------------=------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION' WX 20'-0" 18''-0" 20 PSF 80 MPH CA O1 1.000 TO 12 -------------------7---------------------------------------------------------------------------------------------------------------- POSITIVE REACTION DIRECTION HE - H KIPS Horizontal Force to Right V 2-------3 V KIPS Vertical.Force Up +---H / 4 Z A528 ## P Delta Analysis Performed ## No. Loading Combination 2H 2V 4H 4V Sum H Sum V 1 DL + CLL + LL 0.00 5.72 0.00 6.45 0.00 12.16 2 DL + WLL -1.93 -1.62 -1.31 -1.98 -3.25 -3.60 3 DL + WLR 2.02 -1.95 2.11 -1.65 4.13 -3.60 4 LL not applicable 5 3/4 WLL not applicable 6 3/4 WLR not applicable 7 D+CLL+EQL/1.4 -0.90 2.74 -0.02 3.02 -0.92 5:76 8 D+CLL+EQR/1.4 0.90 2.63 0.02 3.14 0.92 5.76 9 EQL not applicable 10 EQR not applicable 11 PD+PC+0.70PL+EQLm not applicable 12 PD+PC+0.70PL+EQRm not applicable 13 0.85P(DL+CL)+EQLm not applicable 14 0.85P(DL+CL)+EQRm not applicable 15 DL+CL+EQLm not applicable 16 DL+CL+EQRm not applicable. 17 DL + EWP -2.54 -1.57 .-1.84 -2.03 -4.38 -3.60 18 3/4 EWP not applicable F R A M E D E S.I G N - R E A C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM --------------------------------------------------------------------------------=--=------------------------------------------------ PAGE: F 14 - ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 ----------------------------------------------------------------------------------------------7------------------------------------- DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.00.0 TO 12 - POSITIVE REACTION DIRECTION HE - H KIPS Horizontal Force to Right V 2-------3 V KIPS Vertical Force Up. I A I +---H / 4 Z A528 ID Load Case r 2H 2V 4H 4V Sum H Sum V DL DEAD LOAD 0.00 0.60 0.00 0.76 0.00 1.36 CLL COLLATERAL LOAD 0.00 2.08 0.00 2.32 0.00 4.40 LL LIVE LOAD 0.00 3.03 0.00, 3.37 0.00 6.40 WLL WIND LOAD LEFT -1.93 -2.22 '-1. 31 -2.74 -3.25 -4.96 WLR WIND LOAD RIGHT 2.02 -2.55 2.11 -2.41 4.13 -4.96 EQ SEISMIC LOAD -1.26 0.08. -0:02 -0.08 -1.28 0.00 EWP EW WIND PRESSURE -2.54 -2.16 -1.84 -2.80 -4.38. -4.96 EWS EW WIND SUCTION -2.54 -2.16 -1.84 -2.80 -4.38 -4.96 PDE P Delta Unit Story S -1.00 0.08 1.00 . -0.08 0.00 0.00 F RAM E D E S I G N - S T R E S S S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 15. -----.---------------------------------------------------------------------------=--------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S' BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 5307345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 -------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 2 JOINT 3 - 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 20.00 55. 6 5.00 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 -0.30 280.00 DEPTH AT DEPTH AT START END 12..00 IN 12.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI) -0.08 16.99 19.51 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG NO. (FT) STRESS SEGS SIZE 1 14.44 55. 4 3.83 FT CONTROLLING ACTIONS ---AXIAL--- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 -1.74 93.75 WEB OUTER FL. THK. 5.000 X .250 .120 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 31.94 33.00 DEPTH AT'. DEPTH AT START - END 8.00 IN 8.00 IN ---MAXIMUM STRESSES --- AXIAL FBO FBI (KSI) (KSI) (KSI), -0.51 9.18 10.75 WEB OUTER FL.. THK. 5.000 X .250 .120 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI). (KSI) 43.89 43.89 43.89 11 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.593 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -5.70 13.04 0.437 1 COMB..STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.257 3 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 2.11 23.02 0.092 3 F RAM E DES I G N. - S ); R V C E L 0 A D J O I N T D E F L E C T I O N S 4 DATE: 07/03/06 N -0.001. -0.006 5 CADDS TIME: 05:11 PM 0.003 0.004 6 3/4 WLR PAGE• F 16 ORDER # 140981 BUILDER - NORTH --------------------------------------------------------------------------------------- VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood - BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia 0.000 (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.004 DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 JOINT DEFLECTIONS POSITIVE DEFLECTION DIRECTION HE- H INCHES Horiz. Deflection to Right V 2-------3 V INCHES Vertical Deflection Up I I +---H / 4 Z A528 ## P Delta Analysis Performed ## No. Loading Combination Cd 3H 3V 4 LL. N -0.001. -0.006 5 3/4 WLL N 0.003 0.004 6 3/4 WLR N -0.003 0.003 9 EOL Y 0.003 0.000 - -- — -- 10 EQR Y -0.003 0.000 18 3/4 EW,P N 0.004 0.004 w F RAM E DES IGN - S E R V I C E L O A D M E M B E R D E F L E C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 17 --------------------------------------------------------------------------------=------------------------------------------------=-- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 5307345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER DEFLECTIONS POSITIVE DEFLECTION DIRECTION HE - H INCHES Horizontal to the Right V +---2---+ V INCHES Vertical Up I I +---H 3 / I Z MAXIMUM MEMBER DEFLECTIONS. MEMBER 2V MEMBER 3H No. Loading Combination PT DEFL PT DEFL 4 LL 3 -0.284 6 -0.001 5 3/4 WLL 3 0.166 3 0.101 6 3/4 WLR 3 0.166 .3 -0.161 9 EQL 3 '0.007 4 0.004 10 EQR 3 -0.007 4 -0.004 18 3/4 EWP 3 0.166 3 0.141 F R.A M E D E S I G N. J O I'N T D E F L E C T I O N S DATE: 07/03/06 " CADDS. TIME: 05:11 PM PAGE: F 18 ------------------------------------------=-----------=----------------=------------------=--------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP -'Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX. 20'-0" 18'-0" 20 PSF .80 MPH CA ' 01 1.000 TO 12 --------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION HE - H INCHES Horiz. Deflection to Right V 2-------3 V .INCHES Vertical Deflection Up I I +---H I / q z. A528 ## P Delta Analysis Performed ## No. Loading Combination Cd 3H 3V 1 DL + CLL + LL N -0.001 -0.012 2 DL + WLL N 0.004. 0.004 3 DL + WLR N -0.004 0.003 7 D+CLL+EQL/1.4 N 0.001 -0.005 8 D+CLL+EQR/1:4 N -0.002 -0.006 -- --- ---. 17 DL + EWP N 0.005 0.004 POSITIVE DEFLECTION DIRECTION HE - H INCHES Horizontal to the Right V +---2---+ V. INCHES Vertical Up I I +---H 3 / I Z MAXIMUM MEMBER DEFLECTIONS F R A M.E DES IGN - M E M B E R. D E F L E C T I O N S 2V DATE: 07/03/06 Loading Combination PT DEFL 1 CADDS TIME: 05:11 PM -------------------------------------------------------------- -0.532 =------------------ DL + WLL 3 PAGE: F 1q ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ------------------- ORDER # =------------------------------- 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia 17 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ---------------------------------------------------------------------------=-------------------------------------------------------- # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 POSITIVE DEFLECTION DIRECTION HE - H INCHES Horizontal to the Right V +---2---+ V. INCHES Vertical Up I I +---H 3 / I Z MAXIMUM MEMBER DEFLECTIONS MEMBER 2V No. Loading Combination PT DEFL 1 DL + CLL + LL 3 -0.532 2 DL + WLL 3 0.168 3 DL + WLR 3 0.168 7 D+CLL+EQL/1.4 3 -0.243 8 D+CLL+EQR/1.4 3 -0.253 17 DL + EWP 3 0.168 MEMBER 3H PT DEFL 6 -0.001. 3 0.134 3 -0.214 3 0.002 4 -0.003 3 0.188 1 F RAM E DES IGN - F R.A M E L A Y 0 U T DATE: 07/03/06 TIME: 05:11 PM CADDS ---------------------- ------------------------------------------------------------------------------------------------ _ PAGE: F Zo ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER'# 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ.NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE). DESIGN SYSTEM FRAME # 02 . ------------------------------------------------------------------------------------------------------------------ DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 0.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 0.000 FT. DIST. TO RIDGE = 20.000 FT. COLUMN OFFSET = 0.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 0.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 20.000 FT'. HE- ` OV86132 0 V 8 6 1 ' 3 4 1 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 16.002 FT. F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N FT. DATE: 07/03/06 15.550 FT. 1.000 1 0 1.000 CADDS TIME: ------------------------------------------------------------------------------=--=-------------------------------------------------= 05:11 PM 0.125 IN. 45.000 FT. 25.000 PAGE: F 22 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-395-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------=------------------------------------------- SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. _ SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 16.002 FT. 17.669 FT. 15.333 FT. 17.000 FT. 13.716 FT. 15.550 FT. 1.000 1 0 1.000 1.696 0.125 IN. 0.125 IN. 45.000 FT. 25.000 FT. 8.O0O.IN. 68.309 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ( 0 = FREE 1 SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 . 70.000 FT MODULUS OF ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ## P Delta Analysis ## --------------------- JOINT DATA ------- -------------- ------------------------------ MEMBER DATA --------------- --------------- JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 1.167 0.000 1 1 0 1 0 2 1.696 14.508 0 0 0 1 0 3 45.000 18.273 0 0 0 0 0 4 68.309 16.305 0 0 0 1 0 5 68.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) MEMBER MOM. RELEASE K VALUES NUMBER JOINTS. START END IN PLANE OUT OF PLANE 1 1- 2 0 0 1.50 1.00 2 2- 3 0 0 1.16 1.00 3 4- 3 0 0 2.09 1.00 4 5- 4 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E. S I G N - S E C 0 N O A R Y / B R A C E L O C A T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 23 ----------------------------- ------- ---------------------------------------------------- =---------------------------- --------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP -Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF, 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------ -.----------------------------------------------------------------------------- '------------------ DIST - Distance to secondary from the end of.the member in FEET. BRACE - Minor axis secondary bracing code as follows: ' ACCUM Distance to purlin from the low sidewall in FEET. 0 FL Outside flange only braced ID - B Base, W SW&EW Girt @ corner, U SW Girt, 0 -IF Outside and Inside flange braced V EW Girt Only, O Other, E Eave str, P Purl, L Lmk TP 0 -SF Outside braced and. inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange ROOFBEAM 4- 3 BRACE DIST ACCUM ID BRACE FORCE 0.00 COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 27 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST. ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B 0 -IF YES 0.00 0.00 E 0 FL 7.50 W 0 -SF NO 15.55 0 0 -IF YES 3.98 3.98 P O -SF 11.33 W' O FL NO 17.67 E 0 FL NO 8.98 8.98 P 0 FL 13.72 0 O -IF YES 13.98 13.98 P O -SF 16.00 E '0 FL NO 18.98 18.98-- P =O FL 23.98 23.98 P O -SF 28.98 28.98 P O FL 33.98 33.98 P 0 -SF 38.98 38.98 P 0 FL 43.98 43.98 P 0 -SF ROOFBEAM 4- 3 BRACE DIST ACCUM ID BRACE FORCE 0.00 0.00 E 0 FL 3.98 3.98 P O -SF 8.98 8.98 P 0 FL 13.98 13.98. P 0 -SF 18.98 18.98 P .0 FL 23.98 23.98 P 0 -SF F R A M E D E S I G N - C O N V E N T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 24 ---------------------------.--------------------------------------------------------------------------=------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 . ------------------------------------------------------------------------------------------------------------------------------------ GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X .and Y axis, and is positive out of this plane. Positive +---H moments about the' X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, ,or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance: measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. — FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H). force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I.G N - L 0 A D S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 25 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ GENERAL BUILDING INFORMATION DESIGN BAY 20.500 FT. TOTAL BUILDING LENGTH = 40.000 FT. PANELS TYPE DESCRIPTION LEFT SIDEWALL BRII 26STL ROOF BRII 26STL RIGHT SIDEWALL BRII 26STL BUILDING USE AND LOCATION WEIGHT 0.87 PSF 2.37 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 0.87 PSF STATE = CALIFORNIA (INLAND) COUNTY = BUTTE USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP C APPLIED LOADINGS .BUILDING CODE = CA - 2001: DEAD LOAD (DL ) = 2.370 PSF + FRAME DL COLLATERAL LOAD (CLL) = 11.000 PSF ROOF LIVE LOAD (LL ) = 20.000 PSF ROOF EXPOSURE = Part 'ially Exposed Roof THERMAL CONDITION = Normal COEFFICIENTS TRIBUTARY LOAD FACTOR LEFT ROOF 60.00% RIGHT ROOF 60.00% MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN COUNTY RAIN ON SNOW = 0..0 PSF LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 12.00 Maximum P Delta Stability Coefficient = 0.03 Associated Load Combination 7 F R A M E D E S I G N - L O A D S U MMA R Y DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: F 26 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S' BUILDER ORDER # 06-267 BUILDER ACCOUNT # BLDR CONTACT - Andy Wood BLDR PHONE # 5307345-7296 PROJ NAME - Smuckers Quality Bev .20-04-007-90 ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 0.5 DESCRIPTION -------------------------------------------------------------------------------------7---------------------------------------- LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1-000 TO 12 WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 18.155 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 18.155 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD UPLIFT = 80.000 MPH ( 18.155 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = PARTIALLY ENCLOSED COEFFICIENTS WIND FROM LEFT. WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) LEFT SIDEWALL 0.800 (PRESSURE) -0.500 (SUCTION ) 0.000 0.000 LEFT ROOF -1.200 (SUCTION ) -1.200 (SUCTION ) 0.000 0.000 RIGHT ROOF -1.200 (SUCTION ) -1.200 (SUCTION ) 0.000 0.000 RIGHT SIDEWALL -0.500 (SUCTION ) 0.800 (PRESSURE) 0.000 0.000 ENDWALL WIND PRESSURE ENDWALL WIND SUCTION (EWP) (EWS) SIDEWALLS -0.700 (SUCTION ) -0.700 (SUCTION ) ROOF -1.200 (SUCTION ) -1.200 (SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200 (SUCTION ) -1.200 (SUCTION ) SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 15.370 PSF Seismic W - RIGHT ROOF = 15.370 PSF SEISMIC ZONE = 3 R FACTOR = 4.500 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Na LATERAL FACTOR = 1.000 STORY DRIFT LIMIT = 0.025 SOIL PROFILE D P DELTA LIMIT = 0.100 Nv FACTOR = 1.000 OMEGAO DEFLECT AMPLIF FACTOR = 3.150 Ct FACTOR = 0.035 T FACTOR = 0.302 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.03 Associated Load Combination 7 F R A M E. D E S I G N. - L O A D C O M B I NAT I O N S DATE: 07/03/06 CADDS TIME: --------------------------------------------------- 05:11 PM PAGE: F 27 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING ----------------------------------------------------------------- S BUILDER.ORDER # 06-267 --------------- BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-3,45-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) .. (SLOPE) DESIGN ------------------------------------------------------------------------------------------------------------------------------------ SYSTEM FRAME # 05 DESCRIPTION ,.LRF, 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT. PERCENT PERCENT 1 DL + CLL + LL 1.000 N N N Stress .100.00 DL 100.00 CLL 100.00 LL 2 DL + WLL 1.330 N N N Stress 100.00 DL 100.00 WLL 3 DL + WLR 1.330 N N N Stress 100.00 DL 100.00 WLR 4 LL 1.000 N N N V Defl 100.00 LL 5 3/4 WLL 1.000 N N N H Defl 75.00 WLL 6 3/4 WLR 1.000 N N N H Defl 75.00 WLR 7 D+CLL+EQL/1.4 1.330 N Y N Stress 100.00 DL 100.00 CLL 72.00 EQ 8 D+CLL+EQR/1.4 1.330 N Y N Stress 100.00 DL 100.00 CLL. -72.00, EQ 9 EQL 1.000 N Y N H Defl 100.00 EQ 10 EQR 1.000 N Y N H Defl -100:00 EQ 11 PD+PC+0.70PL+EQLm 1.700 Y N N Axial C 100.00 DL 100.00 CLL 70.00 LL 280.00 EQ 12 PD+PC+0.70PL+EQRm 1.700 Y N N' Axial C 100.00 DL 100.00 CLL 70.00 LL -280.00 EQ 13 0.85P(DL+CL)+EQLm 1.700 Y N N Axial T 85.00 DL 85.00 &LL 280.00 EQ 14 0.85P(DL+CL)+EQRm 1.700 Y N N Axial T 85.00 DL 85.00 CLL -280.00 EQ 15 DL+CL+EQLm 1.700 N N N Conns 100:00 DL 100.00 CLL 280.00 EQ 16 DL+CL+EQRm 1.700 N N N Conns 100.00 DL 100.00 CLL -280.00 EQ 17 DL + EWP 1.330 N N N Stress 100.00 OL 100.00 EWP 18 3/4 EWP 1.000 N N N H Defl 75.00 EWP F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 07/03/06 CADDS TIME: -----7------------------------------------------------------------------------------------------------------------------------------ 05:11 PM PAGE: F 28 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 ---------------------------------------------------------------------------------------=-------------------------------------------- DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 45.00 0.000 K/FT -0.049 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.049 K/FT 0.000 K/FT WDL 3 4 - 3 MCONC 70.00 16.67 0.000 KIP -0.599 KIP 0.000 IN -K LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z. LOCATION CLL 2 2 - 3 UNIF 0.00 45.00 0.000 K/FT -0.226 K/FT 0.000 K/FT CLL 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.226 K/FT 0.000 K/FT WCLL 3 4 - 3 MCONC 70..00 16.67 0.000 KIP =2.089 KIP 0.000 IN -K LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 45.00 0.000 K/FT -0.296 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.246 K/FT 0.000 K/FT WLL. 3 4 - 3 MCONC 70.00 16.67 0.000 KIP -3.032 KIP 0.000 IN -K LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 16.00 0.298 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 45.00 -0.997 K/.FT 0.447 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 45.00 70.00 0.447 K/FT 0.447 K/FT 0.000 K/FT WWLL 3 4 - 3 MCONC 70.00 16.67 1.932 KIP 2.216 KIP 0.000 IN -K LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 16.00 .. '-0.186 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 45.00 -0.447 K/FT 0.447 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 45.00 70.00 0.447 K/FT 0.447 K/FT' 0.000 K/FT WWLR 3 4 - 3 MCONC 70.00 16.67 -2.024 KIP 2.545 KIP 0.000 IN -K F. R A M E D E S I G N - A P P L I E D L O A D S DATE: 07/03/06 CADDS TIME: ----------------------------------------------------------------------------------------=------------------------------------------- 05:11 PM PAGE: F 29 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN -----------------------7 SYSTEM FRAME # 05 -------------------------------------------------------- DESCRIPTION LRF. 70'-0" 16'-4" 20 PSF 80 MPH 7 ---------- CA 7 ----------------- 01 '1.000 TO 12 7 ------------------------ LOAD CASE (EQ ) SEISMIC LOAD - LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 16.00 0.004 K/FT 0.000 K/FT 0.000 K/FT EO 2 2 - 3 CONC 0.00 2.836 KIP 0.000 KIP 0,000 IN -K EQ 3 4 - 3 CONC 70.00 1.575 KIP 0.000 KIP 0.000 IN -K EQ 4 5 - 4 UNIF 0.00 17.67 0.004 K/FT 0.000 K/FT 0.000 K/FT. WEQ 3 4 - 3 MCONC 70.00 16.67 1.256 KIP -0.078 KIP 0.000 IN -K LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 16.00 -0.261 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 45.00 70.447 K/FT 0.447 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 45.00 70.00 0.447 K/FT 0.447 K/FT 0.000 K/FT WEWP 3 4 - 3 MCONC 70.00 16.67 2.542 KIP 2.165 KIP 0.000 IN -K LOAD CASE (EWS) EW WIND SUCTION . LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 16.00 -0.261 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 '3 UNIF 0.00 •45.00 -0.447 K/FT 0.447 K/FT 0.000 K/FT EWS 3 4 - UNIF 45.00 70.00 0.447 K/FT 0.447 K/FT 0.000 K/FT WEWS 3 4 - 3 MCONC 70.00 16.67 2.542 KIP 2.165 KIP 0.000 IN -K LOAD CASE (PSF) PATT SL FIRST SPAN LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION PSF 2 2 - 3 UNIF 0.00 45.00 •0.000 K/FT -0.246 K/FT 0..000 K/FT PSF 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.246 K/FT 0.000 K/FT LOAD CASE (PSL) PATT SL LAST SPAN LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION PSL 2 2 - 3 UNIF 0.00 45.00 0.000 K/FT -0.246'K/FT 0.000 K/FT PSL 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.24.6 K/FT 0.000 K/FT F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 07/03/06 CADDS TIME: ---------------------------------- 05:11 PM PAGE: F 30 # 140981 --------------------------------------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 70'-0" 16'.-4" 20 PSF 80 MPH CA 01 1.000 TO 12 LOAD CASE (PSi) PATT SL SPAN W-1 LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION PSi 2 2 - 3 UNIF 0.00 45.00 0.000 K/FT -0.246 K/FT 0.000 K/FT PSi 3 4 - 3 UNIF 45.00 70.00 0.000 K/FT -0.246 K/FT 0.000 K/FT LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 14.51 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP -- 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 16.30 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis MEMBER NO. F R A M E D E S I G N - S E C T I O N P R O P E R T I E S H/T DATE: 07/03/06 (IN) (IN) SECTION NO. , 1 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ 6.000 X 0.375 6.7'9 WEB = PAGE: F 31 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (IN2) (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (IN) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------=----------------------------------------- # 05 . DESCRIPTION LRF 70'-0" 16'-4" 20 PSE 80 MPH CA' 01 1.000 TO 12 13.50 MEMBER NO. 1 JOINTS 1 - 2 WDAFI H/T (IN) (IN) (IN) SECTION NO. , 1 OUTER FLANGE = 6.000 X 0.375 6.7'9 WEB = 0.160 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) 1 1 0.00 12.00 6.30. 171.07 13.50 1.63 1.63 7.56 2 3.75 15.28 6.82 290.92 13.50 1.60 1:60 7.56 3 7.50 18.56 7.35 447.50 13.51 1.57 1.57 7.56 4 11.33 21:92 7.89 648.47 13.51 1.55 1.55 7.56 5 13.71 24.00 8.22 795.21 13.51 1.53 1.53 7.56 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 6.000 X 0.313 WEB = 0.250 SECTION NO. 2 OUTER FLANGE = 6.000 X 0.313 WEB = 0.160 SECTION NO. 3 OUTER FLANGE = 6.000 X 0.313 WEB - 0.120 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) 1 1 2.51 22.00 9.46 684.05 12.41 1.42 1.48 7.69 2 3.98 21.49 9.33 647.64 12.41 1.42 1.48. 7..69 3 4.89 21.18 9.25 625.81 12.41 1.43 1.48 7.69 4 2 4.90 21.18 7.41 560.64 12.39 1.52 1.5,6 7.69 5 8.98 19.76 7.18 486.04 12.39 1.53. 1.57 7.69 6 13.98 18.04 6.90 391.13 12.39 1.54 1.59 7.69 7 18.98 16.31 6.63. 312.52 12.39 1.56 1.60 7.69. 8, 19.86 16.00 6.58 299.68 12.39 1.56 1.60 7.69 9 3 19.87 16.00 5.23 243.83 10.14 1.61 1.57 '7.69 10 23.98 16.65 5.31 266.31 10.14 1.61 1.56 7.69 11 28.98 17.45 5.40 295.21 10.14 1.60 1.55 7.69 12 33.98 18.25 5.50 325.81 10.14 1.60 1.55 7.69 13 38.98, 19.04 5.60 358.,15 10.14 1.59 1.54 7.69 14 43.98 19.84 5.69 392.26 10.14 1.59 1.53 7.69 15 44.93 19.99 5.71 398.96 10.14 1:59 1.53 7.69 INNER FLANGE = 6.000 X 6.375 WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) RATIO 1.41 1.60 1.60 6.7'9 6.79 70.31 1.41 1.60 1.60 6.79 '6:79 90.82 1.41 1.60 1.60 6.79 6.79 111.32 1.33 1.56 1.55 8.99 9.46 132.28 1.30 1.54 1.55 10.20 9.46 145.29 INNER FLANGE = 6.000-'X 0.375 INNER FLANGE = 6.000 X 0.375 INNER FLANGE = 6.000 X 0.250 WRY (IN) 1.15 1.28 1.28 1.28 1.28 1.33 1.35 1.38 1.38 1.38 1.38 1.36 1.35 1.34 1.33 WRTO (IN) 1.42 1.50 1.50 1.50 1.50 1.54 1.55 1.60 1.60 1.60 1.61 1.60 1.60 1.59 1.59 WRTI WDAFO WDAFI H/T (IN) (IN) (IN) RATIO 1.48 11.58 9.67 85.25 1.57 •10.98 8.78 83.22 1.57 10.98 8.78 81.97 1.57 10.98 8.78 128.06 1.57 10.98 .8.78. 119.23 1.57 10.06 8.78 108.42 1:58 9.14 8.93 97.62 1.58 8.68. 8.93 95.71 1.58 8.68 8.93 .128.65 1.58 8.68 8.93 134.10 1.55 9.08 11.63 140.73 1.55 9.50 11.63 147.36 1.54 9.93' 12.69 153.99 1.54 10.35 12.69 160.62 1.53 10.60 13.28 161.89 LUBO (FT) 7.50 7.50 7.50 3.84 2.38 LUBO (FT) 4.00 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.02 5.62 5.02 5.02 1.91 LUBI (FT) 7.50 7.50 7.50 6.22 6.22 LUBI (FT) 1.47 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 10.04 1.91 F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 32 --------------------------------------------------------------------------------=--------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S' BUILDER ORDER V 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-.345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 6.000 X 0.500 WEB = 0.281 INNER FLANGE = 6.000'X 0.500 SECTION NO. 2 OUTER FLANGE = 6.000 X 0.250 WEB 0.160 INNER FLANGE = 6.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI,. WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 2.53 20.00 11.34 731.11 18.04 1.52 1.52 8.01 1.26 1.52 1.52 6.67 6.67 67.62 4.00 1.46 2 3.98 20.00 .11.34 731.11 18.04 1.52 1.52 8.01 1.26 1.52 1.51 6.67 9.40 67.62 5.02 10.04 3 8.98 20.00 11.34 731.11 18.04 1.52 1.52 8.01 1.26 1.52 1.51 6.67 9.40 67.62 5.02 "10.04 4 9.88 20.00 11.34 731.11 18.04 1.52 1.52 8.01 1.22 1.50 1.51 12.13 9.40 67.62 5.02 10.04 5 2 9.89 20.00 6.12 391.43 .• 9.01 1.49 1.49 8.01 1.22 1.50 1.51 12.13 9.40 121.88 5.02 10.04 6 13.98 20.00 6.12 391.43 9.01 1.49 1.49 8.01 1.22 1.50 1.51 12.13 9.40 121.88 5.02 10.04 7 18.98 20.00 6.12 391.43 9.01 1.49 1.49 8.01 1.21 1.49 1.49 13.33. 13.33 121.88 5.02 10.04 8 23.98 20.00 6.12 391.43 9.01 1.49 1.49 8.01 1.21 1.49 1.49 13.33 13.33 121.88 5.02 10.04 9 24.93 20.00 6.12 391.43 9.01 1.49 1.49 8.01 1.21 1.49. 1.49 13.33 13.33 121.88 1.91 1.91 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 9.000 X 0.375 WEB = 0.160 INNER FLANGE = 9.000 X 0.375 ANAL SEC DIST DEPTH AREA IX IY. RTO RTI WRX WRY. WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 8.55 247.11 45.57 2.49 2.49 7.87 2.19 2.44 2.44 5.33 5.33 70.31 15.55 15.55 2 3.89 15.00 9.03 399.55 45.57 2.46 2.46 7.87 2.19 2.44 2.44 5.33 5.33 89.06 15.55 15.55 3, 7.77 18.00 9.51 592.59 45.57 2.44 2.44 7.87 2.19 2.44 2.44 5.33 5.33 107.80 15.55 15.55 4 11.66 21.00 9.99 828.39 45.57 2.41 2.41 7..87 2.19 2.44 2.44 5.33 5.33 126.54 15.55 15.55 5 15.54 24.00 10.47 1109.12 45.57 2.39 2.39 7.87 2.19 2.44 2.44 5.33 5.33 145.29 15.55 15.55'- F RAM E D E S I G N- C O N T R O L L I N G S T R E S'S DATE: 07/03/06 TIME: 05:11 PM CADDS ----------------------------------------------------------------------------------------=-------------------------------------------- PAGE: F 33 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE #.530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------ # 05 DESCRIPTION LRF 70'-0" --- --------- 16'-4" --- --------------------------------------------------------------------- 20 PSF 80 MPH CA 01 1.000 TO 12 COLUMN 1 - 2 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT. PT.. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 6.30 28.51 28.51 19.65 0.00 33.00 33.00 33.00 -12.02 30.77 1.00 1.00 1.75 0.09 0.00 0.00 0.09 1 1 2 15.28 6.82 38.08 38.08 19.65 -541:10 33.00 33.00 33.00 =12.02 29.65 1.00 1.00 1.75.0.09 0.43 0.43 0.52 1 1 3 18.56 7.35 47.23 47.23 19.57 -1082.33 33.00 33.00 33.00 -12.02 19.93 1.00 1.00 1.75 0.08 0.77. 0.69 0.78 1 1 4 21.92 7.89 59.18 57:91 19.98 -1635.74 33.00 33.00 33.00 -12.03 16,.66 1.00 1.00 1.27 0.07 0.94 0.86 0.93 1 1 5* 24.00 8.22 66.28 66.28 19.38 -1979.08 33.00. 33.00 32.65 .-12.03 15.12 1.00 1.00 1.27 0.07 0.90 0.91 0.99 1 1 ROOF BEAM 2 - 3 PT. DEPTH AREA SOX SIX AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) FORCE (KIPS) MOMENT (IN -KIP) FA (KSI) FBO (KSI) FBI (KSI) FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 22.00 9.46 60.00 64.54 14.40 -1936.93 33.00 33.00 33.00 16.48 62.93 1.00 1.00 1.07 0.05' 0.98 0..91 0.96 1 1 2 21.49 9.33 56.72 61.11 14.40 -1648.42 33.00 33.00 29.67. 16.45 64.51 1.00 1.00 1.67 0.05 0.94 0.91 0.96 1 1 3* 21.18 9.25 56.97 61.38 14.16 -1495.21 33.00 33.00 29.67 14.08 65.53 1.00 1.00 1.67 0.05 0.80 0.82 0.87 1 1 4* -21.18 7.41 50.56 55.58 14:16 -1492.03 33.00 33.00 29.67 14.05 17.18 1.00 1.00 1.67 0.06 0.89 0.90 0.96 1 1 5 19.76 7.18 46.32 49.95 14.16 -803.01 33.00 33.00 29.67 19:05 18.50 1.00 1.00 1.67 0.06 0.59 0.54 0.60 1 1 6 18.04 6.90 40.44 44.70 7.77 -306.90 43.89 43.89 38.46 11.36 20.411.00 1.00 1.51 0.03 0.19 0.18 0.20 8 1 7 16.31 6.63 36.42 39.60 13.63 399.80 20.49 32.34 33.00 8.66 22.77 0.98 1.00 2.10 0.10 0.31 -0.30 0.41 1 1 8* 16.00 6.58 35.58 39.54 13.37 461.14 20.50 32.39 33.00 5.95 23.24 0.98 1.00 1.28 0.10 0.37 0.35 1 1 9* 16.60 5.23 32.71 28.53 13.24 449.00 20.23 31.66 33.00 6.21 .9.65 0.96 1.00 1.28 0.13 0.91 0.98 .0.47 0.53 1 1 10 16.65 5.31 33.60 29.39 13.24 756.12 20.19 31.56 33.00 6.21 9.24 0.96 1.00 1.28 0.12 0.67 0.86 -0.80 1 1 11 17.45 5.40 36.24 31.12 13..03 967.78 33.00 31.34 33.00 3.55 8.79 0.95 1.00 1.11 0.08 0.85 0.92 0.93 1 1 12 18.25 5.50 37.4.2 32.87 12.83 1017.76 33.00 31.11 33.00 -1.82 8.38 0.95 1.00 1.02 0.07 0.87 1.04 0:96 1 1 13 19.04 5.60 40.26 .34.64 12.62 905.97 33.00 30.8.7 33.00 -4.51 8.01 0.95 1.00 1.05 6.67 0.73 0.78 0.80 1 'l 14 19.84 5.69 41.33 36.44 .12.42 632.33 20.01 30.62 33.00 -6.43 7.67 0.94 1.00 1.16 0..11 0.47 6.58 0.57 1 1 15* 19.99 5.71 42.60 37.55 12.27 557.17 20.01 30.57 33.00 -6.45 7.61 0.94 1.00 1.06 0.11 0.40 0.45 0.51 1 1 F R A M E D E S I G N - C O N T R O L L I N G S T R'E S S DATE: 07/03/06 CADDS TIME: 05:11 -------------------------------- PM =--------------------------------------------------------------------------------- PAGE: F 34 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT ------------------ # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM ------------------------------------------------------------------------------------------------------------------------------------ FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 ROOF BEAM 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA .SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI)'(KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 20.00 11.34 73.11 73.11 14.18 -2282.98 33.00 36.30 36.30 16.97 93.65 1.00 1.00 1.06 0.04 0.86 0.86 0.90 1 1 2 20.00 11.34 71.42 71.42 13.98 -1988.54 33.00 33.00 28.53 14.55 93.65 1.00 1.00 1.55 0.04 0.92 0.98 1.01 1 1 3 20.00 11.34 '73.11 71.42 13.75 -1114.68 33.00 33.00-28.53 11.77 93.65 1.00 1.00 1.55 0.04 0.52 0.55 0.58 1 1 4* 20.00 11.34 73.11 73.11 13.75 -987.12 33.00 33.00 28.53. 11.77 93.65 1.00 1.00 1.55 0.04 0.41 0.47 0.51 1 1 5* 20.00 6.12 39.14 39.14 13.75 -985.71 33.00 33.00 28.53 11.73 17.91 0.88 1.00 1.55 0.08 0.76 0.88 0.96 1 1 6 20.00 6.12 38.25 38.25 13.52 -410.09 20.41 33.00 28.53 9.06 17.91 0.88 1.00 1.55 0.11 0.35 0.34 0.45 1 1 7 20.00 6.12 39.14 38.25 13.30 132.99 20.41 29.06 33.00 6.36 17.91 0.88 1.00 2.12 0.11 0.11 0.10 0.21 1 1 8 20.00 6.12 38.25 38.25 13.14 514.43 33.00 29.06 33.00 4.43 17.91 0.88 1.00 1.50 0.07 0.46 0.44 0.54 1 1 9* 20.00 6.12 39.14 39.14 13.14 565.22 33.00 29.06 33.00 4.43 17.91 0.88 1.00 1.04 0.07 0.50 0.44 0.57 1 1 COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW -=-STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 8.55 41.19 41.19 25.77 0.00 30.68 33.00 33.00 -11.90 30.77 0.93 1.00 1.75 0.10 0.00 0.00 0.10 1 1 2 15.00 9.03 53.28 53.28 25.77 -555.35 17.97 33.00 30.01 -11.91 25.16 0.91 1.00 1.75 0.16 0.32 0.30 0.46 1 1 3 18.00 9.51 65.85 65.85 25.65 -1110.87 33.00 33.00 29.44 -11.91 20.60 0.89 1.00 1.75 0.09 0.51 0.57 0.66 1 1 4 21.00 9.99 78.91 78.91 25.53 -1666.58 33.00 33.00 28.94 -11.91 17.44 0.88 1.00 1.75 0.09 0.64 0.73 0.82 1 1 5* 24.00 10.47 92.44 92.44 25.40 -2222.48 33.00 33.00 28.45 -11.92. 15.12 0.86 1.00 1.75 0.09 0.73 0.85 0.93 .1 1 F R A M E D E S I G N - W E L D S U M M A R Y DATE: 07/03/06 CADDS TIME: ------------------------------------------------------------------------------------------------------------------------------------ 05:11 PM PAGE: F 35 ORDER # 140981 BUILDER -.NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT —Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ---------- SYSTEM FRAME -------------------------------------------------- # 05 DESCRIPTION LRF 70'-0" 16'-4" ---------------------------------------------------------------------------- 20 PSF 80 MPH CA' 01 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE - SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV86148 1 0.160 0.919 1/8 2.620 1 1 1 OV86150 1 0.250 0.581 1/8 2.620 2 2 1 2 0.160 0.607 1/8 2.620 2 5 1 OV86152 1 0.120 0.349 1/8' 2.620 2 9 1 OV86156 1 0.160 0.945 1/8 2.620 4 1 1 OV86154 1 0.281 0.679 3/16 3.930 3 1 1 2 0.160 0.444 1/8 2.620 3 5 1 THE FLANGE -TO -WEB SHEAR.VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW -THE EQUIVALENT LIVE LOAD F R A M E D E S I G N - S P L I C E S U M M A R.Y DATE: 07/03/06 CADDS TIME: 05:11 PM --------------------------------------------------------------------------------=--------------------------------------------------- PAGE: F 36 . ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S * BUILDER ORDER # 06-267 BUILDER ACCOUNT # .20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION --------------------------------------------------------------------------------7-----------7--------------------------------------- LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -13.67 12.98 0.00 DL + WLL -13.67 12.98 0.00 02 2 5 DL + WLL -14.03 8.92. 1708.19 DL + CLL + LL 18.93 -12.73 -1979.08 03 COLUMN O1 1 4 1 DL + WLR -15.59 10.97 0.00 DL + WLR -15.59 10.97 0.00 04 2 5 DL + WLR -16.11 10.98 1951.93 DL + CLL + LL 25.00 -12.73 -2222.48 05 BEAM O1 1 2 8 DL + CLL + LL 13.28 6.15 461.14 DL + WLR -9.31 -3.28 -497.22 06 2 15 DL + CLL + LL 12.23 -6.53 557.17 DL + WLL -9.62 3.79 -492.40 07 BEAM 00' .1 3 0 DL + EWP -2.54 1.57 0.00 DL + EWP -2.54 1.57 0.00 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER -FORCES ALONG THE NEUTRAL AXIS F R A M E D E.S -I G N R E A C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 37 ---------------------------- =------ =------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy .Wood BLDR PHONE #.530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND)* (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF.' 70'-0" 16'-4" 20 PSE 80 MPH CA 01 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------=----------------- POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---9 V KIPS Vertical Force Up I I I +---H I I / 1 5 Z A503 A503 ## P Delta Analysis Performed ## No. Loading Combination 1H 1V 5H 5V Sum H Sum.V 1 DL + CLL + LL 12.72 19.20 -12.72 25.37 0.00 44.57 2 DL .+ WLL -12.98 -13.67 7.03 -13.36 -5.95 =27.03 3 DL + WLR -5.22 -11.77 10.97 -15.59 5.75 -27.36 4 LL not applicable 5 3/4 WLL not applicable ---- - --- 6 3/4 WLR not applicable 7 D+CLL+EQL/1.4 4.84 9.66 -9.01 14:71 -4.17 24.38 8 D+CLL+EQR/1.4 9.12 11.63 -4.95 12.64 4.17 24.27 9 EQL not applicable 10 EOR not applicable 11 PD+pC+0.70PL+EQLm not applicable 12 PD+PC+0.70PL+EQRin not applicable 13 0.85P(DL+CL)+EQLm not applicable 14 0.85P(DL+CL)+EQRm not applicable 15 DL+CL+EQLm not applicable _ 16 DL+CL+EQRm not applicable. 17 DL + EWP -6.56 -12.76 8.93 -14.21 2.37 -26.96 18 3/4 EWP not applicable F R A M E D,E S I G N - R E A C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 38 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------------ POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up I I I +---H I I / 1 5 Z A503 A503 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 1.69 2.79 -1.69 3.66 0.00 6.45 CLL COLLATERAL LOAD 5.29 7.86 -5.29 10.01 0.00 17.87 LL LIVE LOAD 5.75 8.56 -5.75 11.69 0.00 20.25 WLL WIND LOAD LEFT -14.67 -16.45 8.72 -17.02 -5.95 -33.48 WLR WIND LOAD RIGHT -6.91 -14.56 12.66 -19.25 5.75 -33.81 EQ SEISMIC LOAD =2.97 -1.36 -2.82 1.44 -5.79 0.08 EWP EW WIND PRESSURE -8.25 -15.55 10.62 -17.88 2.37 -33.43 8WS EW WIND SUCTION -8.25 -15:55 10.62 -17.88 2.37 -33.43 PSF PATT SL FIRST SPAN 5.84 8.61 -5.84 8.61 0.00 17.22 PSL PATT SL LAST SPAN 5:84 8.61 -5.84 8.61 0.00 17.22 PS1 PATT SL SPAN W-1 5.84 8.61 -5.84 8.61 0.00 17.22 PDE P Delta Unit Story S -0.02 -0.23 0.02 0.23 0.00 0.00 F R A M E D E S I G N - STRES S SUMMARY DATE: 07/63/06 CADDS. TIME: 05:11 PM PAGE: F 39 -----------------------------------------------------------------------------------=------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA' 01 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ----------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER'FL. RATIO COND 1 13.72 5.5. 4 3.83 FT 12.00 IN. 24.00 IN 6.000 X .375 .160 6.000 X .375 0.986 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD' NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 19.38 -1979.08 2.36 -29.86 -29.86 33.00 33.00 32.65 -12.03 15.12 0.795 1 MEMBER NO. 2 JOINT .2 - 3 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT. WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 4..89 55. 2 '2.51 FT 22.00 IN 21.18 IN 6.000 X .313 .250 6.000 X .375 0:956 1 2 14.98 55.. 4 5.00 FT 21.18 IN 16.00 IN 6.600 X .313 .160 6.000 X 375 0.963 1 3 25.13 55. 6 5.00 FT '16.00 IN 20.00 IN 6.000 X .1313 .120 .6.000 X 250 0.961 1 CONTROLLING ACTIONS ---AXIAL-- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD . NO., (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 14.40 -1648.42 1.54 -31.10 -26.97 33.00 33.00. 29.67 16.48 '62.93 0.262 1 2 14.16 1492.03 1:9i -29.51 -26.85 33.00 33.00 29.67 14.05 17.18 0.818 1 3 12.83 1017.76 2.33 27.26 34.16 33.00 31.11 33.00 -6.45 7.61 0.847 1 MEMBER N0. 3 JOINT 4 - 3 ---------------------------------- SECT.. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD' NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL.RATIO COND 1 9.89 55. 3 5.00 FT 26.00 IN 20.00 IN 6.000 X -500_28l 6.000.X .500 1.013 1 2 15.11 55. 4 5.00 FT 20.00 IN 20.00 IN 6.000 X .250 .160 6.000 X .250 0.960 1 F R A M E D E S I G N - STRES S SUMMARY DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F` 40 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER #. 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP -Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRE 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 ----------------------------------------------------------------------=---=--------------------------------------------- CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 13.98 -1988.54 .1.23 -30.36 -27.84 33.00 33.00 28.53 16.97 93.65 0.181 1 2 13.75 -985.71 2.25 -25.18 -25.18 33.00 33.00 28.53 11.73 17.91 0.655 1 MEMBER NO. 4, JOINT 5 - 4 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.55 55. 4 3.89 FT 12.00 IN 24.00 IN 9.000 X .375 .160 9.000 X .375 ..0.930 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 25.40 -2222.48 2.43 -24.04 -24.04 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 28.45 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -11.92 15.12 0.788 1 F RAM E DES IGN - S E R V I C E L O A D J O I N T D E F L E C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------------------------------------------------------------------------------------------=---------------------------- PAGE: F 41 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 JOINT DEFLECTIONS POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up I I I +---H / 1 5 Z A503 A503 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 4 LL N 0.042 -0.009 0.155 -1.510 0.275 0.000 5 3/4 WLL N 0.588 -0.011 0.417 2.245 0.240 0.017 6 3/4 WLR N -0.754 0.037 -0.891 1.887 -1.040 -0.023 9 EQL Y 1.241 -0.044 1.211 0.305 1.188 0.037 - - 10 EQR Y -1.241 0.044 -1.211 -0.305 •-1.188 -0.037 18 3/4 EWP N -0.158 0.016 -0.299 1.984 -0.452 -0.005 F R A M E D E S.I G N - S E R V I C E L O A D M E M B E R D E F L E C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 42 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16''-4" 20 PSF 80 MPH CA O1 1.000 TO 12 -------------------------------------------------------------------------------------------=---------------------------------------- MEMBER DEFLECTIONS POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up I I I +---H 1 4 / I Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4'H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 4 LL 3 -0.105 12 -1.973 10 -1.510 4 0.305 5 3/4 WLL 4 0.618 12 2.672 10 2.245 6 0.240 6 3/4 WLR 6 -0.754 11 2.791 10 1.887 6 -1.040 9 EQL 6 1.241 7 -0.551 6 0.444 6 1.188 - - 10 EQR 6 -1.241 7 0.551 6 -0.444 6 -1.188 18 3/4 EWP 6 -0.158 12 2.622 10 1.984 4 -0.476 F R A M E D E S I G N - J O I N T D E F L E C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: F 43 ---------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE #.530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM.FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA' 01 1.000 TO 12 ------------------------------------------------------------------ =---------------------------- ------------------------------------- POSITIVE DEFLECTION•DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up I I I +---H / 1 5 z A503 A503 ## P Delta Analysis Performed ## No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + CLL + LL N ' 0.073 -0.019 0.323 -3.343 0.588 0.001 2 DL + WLL N 0.783 -0.017 0.588 2.550 0.388 0.022 3 DL + WLR N -1.007 0.047 -1.155 2.072. -1.320 -0.031 7 6+CLL+EQL/1.4 N 0.924 -0.042 1.040 -1.613 1.168 0.027 8 D+CLL+EQR/1.4 N 0.863 0.022 -0.704 -2.052 -0.543 -0.026 17 DL + EWP N -0.212 0.019 -0.366. 2.202 -0.536 =0.007 F RAM E DES IGN - M E M B E R D E F L E C T I O N S DATE: 07/03/06 CADDS TIME: 05:11 PM ----- --------------------------------------------- PAGE: F Ail - ORDER # 140981 BUILDER ----------------- - NORTH VALLEY BUILDING S ---------------------------------=------------------------------ BUILDER ORDER V 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 ---------------------------------------------------------------------------------------=-------------------------------------------- DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up I I I +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + CLL + LL 3 -0.243 12 -4.351 10 -3.343 4 0.661 2 DL + WLL 4 0.797 12 2.996 10 2.550 6 0.388 3 DL + WLR 6 -1.007 11 3.170 10 2.072 6 -1.320 7 D+CLL+EQL/1.4 6 0.924 11 -2.544 10 -1.613 6 1.168 8 D+CLL+EQR/1.4 6 -0.863 12 -2.301 10 -2.052 6 -0.543 17 DL + EWP 6 -0.212 12 2.929 -.10 2.202 4 -0.554 1 F R A M E D E S I G N - F R A M -E L A Y O U T DATE: 07/03/06 CAMS TIME: 05:11 PM ----------------------------------- PAGE: F �{S ORDER # 140981 BUILDER ------------------------------------------------------------------------------------------------- - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT.# 20-04-007-90 BLDR CONTACT - Andy -Wood BLDR PHONE #530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia . (TYPE) (WIDTH).. .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF. 70'-0" 16'-9" 20 PSF 80 MPH CA 01 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.). = 1.000 DIST. TO RIDGE = 45.000 FT. DIST. TO RIDGE = 25:000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8:000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 70.000 FT. -R- OV86150 OV86152 OV86159 0 0 V V 88 6 6 1 1 4 5 8 6 1 S P L I C E D E S I G N - C O N T E N T S DATE: 07/03/0.6 CARDS TIME: 05:11 PM --------------------------------------7-----------------------------------------------------------------------7---------7----------- ORDER # 140981 BUILDER-- NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT.# 20-04-007-90 BLDR CONTACT -,Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) .(CODE/YEAR) (SLOPE) (UNIT)' (FRAMELINES) PAGE NO ------ ------ ------ ------ ------------------ - - - - - - ------ ---------=-- ------- DESIGN FRAME # 02 WX 20'-0" 18'-0" 20 PSF 80 MPH CA- 01 1.000 TO 12 L y, 5 .... 1 1 DESIGN FRAME # 05 LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 121 Zo 14 s S 24 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Stress 6.45 0.00 0.00 1.00 N Stress -1.98 -1.31 0.00 1.33 N Stress -1.65 2.11 0.00 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does. not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress 3.02 =0.02 0.00 1.33 N Stress 3.14 0.02 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice.Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Axial T Category .4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load.Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Stress -2.03 -1.84 0.00 1.33 N H Defl Category. 6 Load Combination - Does not apply to Splice Design. P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Fl.g. Dimension 8.000" Offset from Structure Line 8.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change .14'- 5.292" Flg. to Flg. Dimension 8:000" Adj. P1. Angle (Degrees) 0.000 S P L I C E DE S I G N - A P P L I E D L 0 A D S S U M.M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 1 ---------------------7----------------=---------------------------7----------------------------------------------------------------- ORDER # 140981 BUILDER -NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (.LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" •20 PSF 80 MPH CA 01 1.•000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) (kips) -------------- (kips) FACTOR ------- ------ STRENGTH -----_-- 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Stress 6.45 0.00 0.00 1.00 N Stress -1.98 -1.31 0.00 1.33 N Stress -1.65 2.11 0.00 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does. not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress 3.02 =0.02 0.00 1.33 N Stress 3.14 0.02 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice.Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Axial T Category .4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load.Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Stress -2.03 -1.84 0.00 1.33 N H Defl Category. 6 Load Combination - Does not apply to Splice Design. P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Fl.g. Dimension 8.000" Offset from Structure Line 8.000" Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change .14'- 5.292" Flg. to Flg. Dimension 8:000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E' DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 2 --------------------------7--------------------------------------7------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 01 TYPE --------------------------------------------------=--------------------------------------------------------------------------------- Pinned Base Plate No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD .PART NUMBER 0036401 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 9.000" PLATE THICKNESS 0.500" . PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.500" DESIGN STRESS RATIO 0.145 CONTROLLING COND. 1 CONTROLLING LOCATION Cat.. 2 Compression B O L T 'I N 0 R M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" . BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 2.500" INNER 1 2 2.500" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 121.000' ( In^2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.127 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI CONCRETE STRESS RATIO 0.068 S P L I C E 'D E S I G N - B O L T L O A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 3 -------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-2'67 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext SWPin - S Nuts -------------------------------------------------------------------=----------------------------------------------------=----------- B 0 L T L.0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 2 0.495 0.495 3 0.413 0.413 4 Category 7 Load Combination— Does not apply to Splice.Design. 5 Category 6 Load Combination - Does not apply to Splice'Design. 6 Category 6 Load Combination - Does not apply to,Splice Design. 7 Total Section is in Compression 8 Total Section is in Compression 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category'3 Load Combination - Does not apply.to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type. 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 0.508 0.508 18 Category 6 Load Combination - Does not apply to Splice Design. 0.000 9.860 0.418 13.114 0.671 13.114 0.000 13.114 0.000 13.114 0.586 13.114 0.630 25.456 0.525 25.456 0.647 25.456 S P L -I C E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ r PAGE: S 4 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 067-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA . 01 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate No Ext SW Pin - S Nuts SPLICE PLATE 0036401 COLUMN BOLTS: 1.000" DIA Gr36 NO WASHERS. 9.000" X 9.000" X 0.500" +- 4.000"-+ 0.500" ----+---------+--- ----------------------------- OUTSIDE FLANGE 2.500" I I FFFFFFFFFFFFFFFFFFFFFFF I 0.250 X 5.000 I I I W I -+--- I I o W o I I I I W I W W W I- I W I I W I I W W W W f I W W W W W W I 8.500" I' W I MAIN WEB 4.000" I Ia W I 0.120 I I I W I I I I W I I I W I I I W I I I I W I W I I I I W I I I W is W W W I I I W 1 W I I W W W I I I W I —+--- I I o W o I 2.500" I I W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF I 0.250 X 5.000 --+----------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R MA T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ---------------------7----------------------------------7--------------=------------------------------------------------------------ PAGE: S 5 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION. WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 01 TYPE : Pinned.Base Plate No Ext SW Pin.- S Nuts F L A N G E P L A T E S LOCATION DESCRIPTION PART N0. . SIZE DIST FROM ----------_ MAXIMUM --TENSION STRESSES COMPRESSION ----------- CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND. --- Inches (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main -Flange 0.250 X 5.0000.500 0.93 93.89 1.90 49.50 0.038 1 INNER 1 Main Flange 0.250 X 5.000 0.500 0.43 43.89• '1.90 49.50 0.038 1 W E B P L A T E 'S ---=-------------- MAXIMUM STRESSES ------------------- DESCRIPTION. PART NO. SIZE 'W -- SHEAR --- - TENSION COMPRESSION CSR LOAD T }C. X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COAD ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 2.34 29.26 1.05 43.89 1.90 49.50 0.080 3 a S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 6 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext SW Pin - S Nuts ---------------------------------------------------------------------=-------------------------------------------------------------- P L A T E S T R E S S E S CONTROLLING STRESSES ----------------- COLUMN SIDE ------------------ --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 0.43 1.90 49.50 0:038 1 Main Flange 0.00 .0.43 1.90 49.50 0.038. 1 Web Location Main Web Outer Bolt Row 1 2.34 1.05 1:90 29.26 0.080 3 Inner Bolt Row 1 2.34 1.05 1.90 29.26 0.080 3 S P L I C E D'E S I G N W E L D I N F 0 R_M A T I 0 N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 7 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER = NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR,CONTACT - Andy Wood BLDR PHONE # 530=345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) '(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) , (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- ------ MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR -LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 1/8" 0.11 3.70 0.030 17 0.11 3.70 0.030 17 W E L D' I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE --------=---------------- -------- MAXIMUM STRESSES ------=- - LENGTH - ---- FILLET ----------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main 'Web Web to Splice Plate 1/8 1/8" 0.10 0.28 .5.43 0.055 3 1 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y LL DATE: 07/03/06 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 CADDS TIME: 05:11 PM EQL 10 EQR 11 PD+.PC+0.70PL+EQLm 12 PAGE: S 8 -------------------------------------------------------------------------------------------------------------------------------=---- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood 17 BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee No Extens - Horiz w/Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) --- --- (kips) ------- (in -k) FACTOR -------- ------ STRENGTH -------- 1 DL+CLL +LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+.PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLM 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP. 18 3/4 EWP Stress 6.32 0.00 0.00 1.00 N Stress -2.15 1.11 0.00 1.33 N Stress -1.82 -1.77 0.00 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress 2.89 0.01 0.00 1.33 N Stress .3.00 -0.01 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns 2.73 0.05- 0.00 1.70 N Conns 3.17 -0.05 0.00 1.70 N Stress -2.20 1.55 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees). P A R T D I M E N S I O N S Column Roof Beam 8.000 12.000" 1.000 TO 12 0.000 0.000 8.000" 0.125" 5.000" 0.250" 5.000" 0.250" 14'- 5.292" 181- 8.997" 8.000" 12.000" 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 9 -----------------------------------7----------------------------------------------------------------------------------------------=- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee No Extens - Horiz w/Stif --------------------------------------------------------------------------- S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0092921 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.000" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.028 CONTROLLING COND. 17 CONTROLLING LOCATION Side:l Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE -PREV ROW OUTER 1 2 1.750" INNER 1 2 1.750" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B 0 L T L O A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 10 -----------------------------------------------------------------=-------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDINS BUILDER ORDER G ------------------------------------- # 06-267 BUILDER ------------- ACCOUNT # -- 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-72.96 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE Ext Col - Roof Beam Knee No Extens - Horiz w/Stif B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. It Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 21.000 2 0.538 0.538 0.901 27.930 1.754 S8.490 3 0.456 0.456 1.446 27.930 1.486 58.441 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply.to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 Total Section is in Compression 0.011 27.930 8 Total Section "is in Compression 0.011 27.930 9 Category 6.Load Combination - Does, not apply to Splice Design.. " 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design.__._ 15 Total Section is in Compression 0.043 35.700 16 Total Section is in Compression 0.043 35.700 17 0.551 0.551 1.263 27.930 1.796 58.460 18 Category 6 Load Combination - Does not apply to Splice Design. S P.L I C E D E S .I G N - B 0 L T L O A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: ----------------------------------------------------------------------------------------------------------=------------=------------ 05:11 PM PAGE: S 11 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT.- Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) ..(LIVE), (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE -------------------7----------------------------------------------=--------------------------------------------------------=-------- # 02 TYPE Ext Col - Roof Beam Knee No Extens - Horiz w/Stif B O L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act . Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt).------------------------------ (Ksi) (Ksi). (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is.in Compression 0.000 21.000 2 3 0.538 0.538 0.901 27.930- 1.754 58.490 0.456 0.456 1.446 27.930 1.486 58.441 4 Category 7 Load Combination_- Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice -Design. 6 Category 6 Load Combination - Does•not apply to Splice Design. 7 Total Section is in Compression 0.011 27.930 8 Total Section is in -Compression 0.011 27..930 9 Category 6 Load Combination -*Does not apply to Splice Design. 10 Category 6 Load Combination - Does not.apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category.3 Load Combination - Does riot apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category .4 Load Combination - Does not apply to Splice Design. 15 Total Section is in Compression 0.043 35.700 16 Total Section is in Compression 0.043 35.700 17 0.551 0.551 1.263 27.930 1.796 58.460 18 Category 6 Load Combination - Does not apply to. Splice Design. S P L I C E D E S I G N - L.A Y 0 U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM -----------------------=---------------------------------------------=-----------------------------------------------7-------------- PAGE: S 12 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-011' 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 ----------------------------------------------------=------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee No Extens - Horiz.w/Stif SPLICE PLATE 0042921 COLUMN SIDE-->!<-- ROOF BEAM SIDE BOLTS:.0.625" DIA A325 NO WASHERS 8.000" X 8.000" X 0.375" p 1 +- 2.750"-+ -+---------+-------------------------------- ---+- OUTSIDE FLANGE 1.750" I I FFFFFFFFFFFFMSMSMSMSMSM I I MAIN STIFFENER 0.250 X 5.000 I I I W I I 0.250 X 2.500 X 10.125 NS/FS .o W o W W i I I W I I W W W W f 1 I 1 W' 1 1 w I I I. W I I I W I I I W I I. I I w I I W I I I W i I I W I 8.000" I W I 8.000" MAIN WEB 4.500" I I W I I MAIN WEB 0.120 1 I I W I I 0.120 I I I W I I 1 I I W I I I W I I W W 1 1 I W W 1 I I w 1 1 W 1 w W W W W W W -+--- I I o. w o I 1 1.750" I I W I I INSIDE FLANGEI I I FFFFFFFFFFFFMSMSMSMSMSM I I MAIN STIFFENER 0.250 X 5.000 _ -+------=----=-----=--------------------- _ — 0.250 X 2.500 X10.875 NS/FS S P. L I C E D E S I G N- F L A N.G E A N D W E B P L A T E I N F O R M A T I O N 49.50 DATE: 07/03/06 1 .0.250 X 2.500 X 10.875 0.000 0.33 43.89 1.83 .49.50 0.037 1 W E CADDS" TIME: 05:11 PM --------------------------------------------------------------------------------------------------- PAGE: S 13 ORDER # 140981 BUILDER = NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530'-345-7296 PROJ NAME - Smuckers"Quality Bev ENGR GRP - Visalia" - TENSION - (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) OL X DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH. CA 01 1.000 TO 12 -------------"Inches SPLICE # 02 TYPE Ext Col - Roof Beam Knee (Ksi) (Ksi) No Extens - Horiz w/Stif (Ksi) FLANGE PLAT"ES 1.97 29.26 1.61" 43.89 LOCATION .DESCRIPTION PART NO. SIZE 3 DIST FROM ----------- MAXIMUM STRESSES -.TENSION - COMPRESSION - CSR LOAD 1.97 29.26 T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange ROOF BEAM. SIDE OUTER 1 Main Stiffener INNER 1 Main Stiffener DESCRIPTION PART NO. COLUMN SIDE Main Web ROOF BEAM SIDE Main Web 0.250 X 5.000 0.250 X 5:000 0.000 0.33 43.89 1.86 49.50 0.038 _ 1 0.000 0.33. 43.89 . 1.86 49.50 0.038 1 0..250 X 2.500 X 10.125 0.000 0.33 43.89 1.83 49.50 0.037 1 .0.250 X 2.500 X 10.875 0.000 0.33 43.89 1.83 .49.50 0.037 1 W E B P L A T E S -----=------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR _-- - TENSION - COMPRESSION CSR". LOAD T IX W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND -------------"Inches -------------- (Ksi)" (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 1.97 29.26 1.61" 43.89 1.86 .49.50 0.067 3 0.120 1.97 29.26 1.55 "43.89 1.83 49.50 0.067 3 . S P L I.0 E D E S I G N - P L A T E S T R E S S E S - DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------7--------------------------------------------7------------------------------------------------------------------- PAGE: S 14 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF. 80 MPH CA O1 1.000 TO 12 SPLICE # 02 ------------------------------------------------------------------=-----------------------------------------------------=----------- TYPE Ext Col - Roof Beam Knee No Extens - Horiz w/Stif P L A T E S T R E S S E S CONTROLLING STRESSES -----------------.COLUMN SIDE ------------------ ---------------- ROOF BEAM SIDE ----- ------ Plate Stresses -------- Load --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flg / Main Stif 0.00 0.33 1.86 49.50 0.038 1 0.45 0.33 1.83 49.50 0.037 1 Main Flg / Main Stif 0.00 0.33 1.86 49.50 0.038 1' 0.42 0.33 1.83 49.50 0.037 1 Web Location Main Web Outer Bolt Row 1 1.97 .1.61 1.86 29.26 0.067 3 1.97 1.55 1.83 29.26 0.067 3 Inner Bolt Row 1. 1.97 1.61 1.86 29.26 0.067. 3 1.97 1.55 1.83 29.26 0.067" 3 S P L I C E D E S I G N - W E L 0 I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 15 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee. No Extens - Horiz w/Stif W E L D I N F O R M A T I O N COLUMN SIDE F L A N E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --------MAXIMUM STRESSES.-------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out_Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate YES 3/8" 0.08 10.98 0.008 2 YES 3/8" 0.08 10.98 0.008 2 W E L D I N F O R M A T I O N W E B. P L A T E'S -------- ---------------- - WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---= FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 0.16 .0.24 5.97 0.048 3 W E L D I N F O R M A T I O N. F L A N G E P L A T E S FULL ------------------- WELD SIZE --------------- ---- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 0.08 3.70 0.022 17 1/8" 0.11 1.86 0.'061 1 0..08 7.41 0.011 17 1/8" 0.10 1.86 0.057 1 S P L I C E D E S I G N - W E L.D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------- ----------------------------------------------------------------------------------------------------------------- PAGE: S 16 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ext Col - Roof Beam Knee No Extens - Horiz w/Stif W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ----------=-------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.16 0.24 5.97 0.048 3 P A R T D I M E N I O N S WX Beam Dimensions at Connection Flg. to Flg.. Dimension 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 Offset from Structure Line 0.000" Main Flange Dimensions Adjacent Depth Change Information SIP L I C E D S I G N - A P P I, I E D L O A D S S U M MA R Y DATE: 07/03/06 CADDS' TIME: -------------------------------.----------------------------------=------------------------------------------------------------------ 05:11 PM PAGE: S 17 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-2.67 BUILDER ACCOUNT # 20-09-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) .(LIVE) (WIND) (CODE/YEAR) I (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'70" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------=-------- TYPE Miscellaneous No Ext - WX Beam LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (in -k) --------------- FACTOR STRENGTH ------ -------- 1 DL + CLL + LL Stress 0.00 5.72 0.00 1.00 N 2 DL + WLL Stress -1.93 -1.62 0.00 1.33 N 3 DL + WLR Stress 2.02 -1.95 0.00 1.33 N 4 LL V Defl Category 7 Load Combination - Does not apply to Splice Design. 5 3/4 WLL H Defl Category 6 Load Combination - Does not apply to Splice Design. 6 3/4 WLR H Defl Category 6 Load Combination - Does not apply to Splice Design. 7 D+CLL+EQL/1.9 Stress -0.90 2.74 0.00, "1.33 N 8 D+CLL+EQR/1.9 Stress 0.90 2.63 0.00 1.33 N 9 EQL H Defl Category 6 Load Combination - Does not apply to Splice Design. 10 EQR H Defl Category 6 Load Combination = Does not apply to Splice Design. 11 PD+PC+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 12 PD+PC+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 13 0.85P(DL+CL)+EQLm Axial T Category 4 Load Combination -Does not apply to Splice Design. 14 0.85P(DL+CL)+EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design." 15 DL+CL+EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 16 DL+CL+EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 17 DL + EWP Stress -2.54 -1.57 0.00 1.33 N 18 3/4 EWP H Defl Category 6 Load Combination - Does not apply•to Splice Design. P A R T D I M E N I O N S WX Beam Dimensions at Connection Flg. to Flg.. Dimension 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 Offset from Structure Line 0.000" Main Flange Dimensions Adjacent Depth Change Information S P L I C E P,L A,T E PLATE TYPE, CUSTOM PART NUMBER OV86132-07 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.125" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.048 CONTROLLING COND. 17 CONTROLLING LOCATION Outer Row 2 B.0 L T I N F O R M A T I O N BOLT DIAMETER S P L I C E D E S I G N- B OL T S / S P L,I C E P L A T E ` DATE: 07/03/06 NO BOLT # BOLTS DIST FROM CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ EDGE PREV ROW OUTER 1 2 1.750" PAGE: S 18 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 201.-0" 18'-0" 20 PSE 80 MPH CA O1 1.000 TO 12 SPLICE # 03 -.------------------------ TYPE : Miscellaneous -----------------------------------------------------------------------------------------------=----------- No Ext - WX Beam S P L I C E P,L A,T E PLATE TYPE, CUSTOM PART NUMBER OV86132-07 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.125" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.048 CONTROLLING COND. 17 CONTROLLING LOCATION Outer Row 2 B.0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" OUTER 2 2 4.500" 2.750" OUTER 3 2 7.250" 2.750" S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E'S DATE: 07/03/06 CADDS TIME: ------------------------,-----------------------------------------------=------------------------------------------------------------ 05:11 PM PAGE: S 19 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296, PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION. WX .20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE -----------------------------------------------------=------------------------------------------------------------------------------ # 03 TYPE Miscellaneous No Ext - WX Beam B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE l 0.079 0.079 0.079. 3.094 21.000 0.258 93.520 2 0.299 0.299 0.299 0.962 27.930 0.973 58.485 3 Total Section is in Compression 0.962 27.930- 4 Category 7 Load Combination "- Does not apply.to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 0.188 0.188 0.188 1.992 27.930 0..613 58.442 8 Total Section is.in Compression 1.463 27.930 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load.Combination - Does not .apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type.' 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 0.400 0.401 0.401 0.962 27.9.30 1.305 58.485 18 Category 6 Load Combination - Does not apply to Splice Design. S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 20 ---------------------------------------------------------------------------------------------------------------------7-------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-011' 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 TYPE Miscellaneous No Ext - WX Beam . ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE OV86132-07 ROOF BEAM BOLTS: 0.625" DIA A325. NO WASHERS 8.000" X 12.125" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 1.750" I 1 FFFFFFFFFFFFFFFFFFFFFFF I 0.250 X 5.000 I I I W I o W o I W 1 2.750" I I W I I. I W -+--- I I o W o I W 1 2.750 I I W I I 1 W o W o I I I W W 1 I W I W I W- W -W W W 1 12.042" I W MAIN WEB I I I W 0.120 I I I W I I I I W I W I W 4.875" ( I W I I W 1 I I W W W W 1 I I I W I. I W I W 1 I I W I W 1 s I W I 1 I W 1 I I W W INSIDE FLANGE1 _I_ I FFFFFFFFFFFFFFFFFFFFFFF I 0.250 X 5.000 -+------------- --------------------------- S P. L I C E. D E S I G N - F L A N.G E A N D W E B P L A T E I N F O R M A T I O N 0.009 DATE: 07/03/06 0.250 X 5:000 0.083 0.02 43.89 0.56 CADDS` TIME: 05:11 PM -----------------------------------------------------------------------------------------------------------------------------------= 3 W E B P L A T E S PAGE: S 21 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia -- SHEAR --- (TYPE) (WIDTH) (HEIGHT) '(LIVE) (WIND) (CODE/YEAR) (SLOPE) T X W X OL DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH, CA 01 1.000 TO 12 COND SPLICE # 03 TYPE Miscellaneous (Ksi) (Ksi) (Ksi.) No Ext - WX Beam F L A N.G E P L A T E S 0.56 65.83. LOCATION DESCRIPTION PART NO. SIZE DIST FROM -- MAXIMUM STRESSES -.TENSION - - COMPRESSION CSR LOAD T X W X L EDGE'.. ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION PART NO ROOF BEAM SIDE Main Web 0.250 X 5.000 0.000 0.25 43.89 0.56 65.83 0.009 3 0.250 X 5:000 0.083 0.02 43.89 0.56 65.83 0.009• 3 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi.) (Ksi) 0.120 4.00 22.00. 2.31 43.89 0.56 65.83. 0.182 1 S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 22 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0"' 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Miscellaneous No Ext - WX Beam P L A T E S T R E S S E S CONTROLLING•STRESSES --------------- ROOF BEAM SIDE ----------------- --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 0.25 0.56 65.83 0.009 3 Main Flange 0.00 0.02 0.56 65.83 0.009 3 Web Location Outer Bolt Row 1 4.00 1.56 0.56 22.00 0.182 1 Outer Bolt Row 2 4.00 2.31 0.56 22.00 0.182 1 Outer Bolt Row 3 4.00 1.87 0.56 22.00 0.182 1 Main 'Web Web to Splice Plate 1/8" 1/8" 0.05 0.48 3.78 0.128 .1 S P L I C.E D E S I G - W E L D I N F O R M A T I O N DATE: 07/03/06 TIME: 05:11 PM CADDSPAGE: ----------- 7 ---------------------------- ------------------------------------------------------------------------ S 23 ORDER # 140981 BUILDER'- NORTH VALLEY BUILDING S 7 BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 02 DESCRIPTION WX 20'-0" 18'-0" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 TYPE Miscellaneous No Ext - WX Beam W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ----------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES - STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 1/8" 1 0.05 3:70 0.013 2 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.00 2.78 0.000 1 W E L D I N F 0 R M A T I 0 N' ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE -----=------------------- -------- MAXIMUM STRESSES - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) (k/in) (k/in) COND Main 'Web Web to Splice Plate 1/8" 1/8" 0.05 0.48 3.78 0.128 .1 1 DL + CLL + LL S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y 5 3/4 WLL DATE: 07/03/06 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 CADDS TIME: 05:11 PM 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 PAGE: S 24 -------------------7---------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSE 80 MPH CA 01 1.00010 12 SPLICE ------------------------------------------------------------------------------------------------------------------------=----------- # 01 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) ------- (kips) FACTOR ------- ------ STRENGTH -------- 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17• DL + EWP 18 3/4 EWP Stress 19.20 ' 12.72 0.00 1.00 N Stress -13.67 -12.98 0.00 1.33 N Stress -11.77 -5.22 0.00 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress 9.66 4.84 0.00 1.33 N Stress 11.63 9.12 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to. Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination.- Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination -.Does not apply to this Splice Type. Stress -12.76 -6.56 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension. Adj. P1.. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000 8.000" 13'- 8.590" 24.000" 0.000 S P L I C E D E S I G N - B 0 L T S / S' P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM ---------------------7-7-----------------------------------------------------=------------------------------------------------------ PAGE: S 25 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER•# 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 .# SPLICE # 01 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE. STANDARD PART NUMBER 0042360 ORIENTATION NORMAL PLATE.WIDTH 12.000" PLATE'LENGTH. 12.437" PLATE THICKNESS 0.750" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO '0.216 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F.0 R M A T I 0 N BOLT DIAMETER ' 1'.000" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.375" OUTER 2 2 6.375" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 202.118 ('In^2 ) CONCRETE STRENGTH 3.00O.KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.206 KSI FACTORED ULT. ALLOW. CONCRETE STRESS .1.781 KSI CONCRETE STRESS RATIO 0.116 1 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B LE S 2 DATE: 07/03/06 3.418 CADDS TIME: 05:11 PM 2.944 PAGE: S 26 ------------------- ORDER # 140981 -------------------------------------------------------------------------------------------------------------- BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # apply 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia Splice Design. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) apply DESIGN SYSTEM FRAME # 05 ' DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 is SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate Total Section No Ext SW Pin - S Nuts 9 Category B 0 L T L 0 A D S / A L L 0 W A B L E S apply to Splice LOAD OUTER EDGE 10 Category 6 Load INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ not (Kips per Bolt) ------------------------------ Splice Design. (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE - Does not apply to Splice Design. 13 Category 1 Total Section is in Compression 2 3.417 3.418 3 2.943 2.944 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 Total Section is in Compression 8 Total Section is in Compression 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does'not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type: 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 3.190 3.191 18 Category 6.Load Combination - Does not apply to Splice Design. 0.994 9.860 4.133 13.114 1.663 13.114 0.003 13.114 1.051 13.114 2.088 13.114 4.350 25.456 3.747 25.456 4.062 25.456 S P L I C E D E S I. G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM -----------------------------,------------------------------------------------------------------------------------------------------- PAGE: S 27 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate No Ext SW Pin - S Nuts SPLICE PLATE 0042360 COLUMN BOLTS: 1.000" DIA Gr36 NO WASHERS 12.000" X 12.437" X 0.750" +- 4.000"-+ 0.37511 ----+---------+--- ----------------------------- OUTSIDE FLANGE' 2.375" I I FFFFFFFFFFFFFFFFFFFFFFF I 0.375 X 6.000 I I I W I —+--- I I o W o W 4.000" I I W W —+--- I I o' W o •' I d I W I. I W I W L W I I I W W W W W W I e I W I W 12.375." I W MAIN WEB I I I W 0.160 I I I W W 6.062" I. I W 1 W. W W I I I W W 1 I I W W I W I W I W I f W I I I W I I W 1 I W F W I W INSIDE FLANGEI 1 FFFFFFFFFFFFFFFFFFFFFFF I 0.375 X 6.000 _I -+----------_ ------------=---------------- S P L I C E D E'S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------ PAGE: S 28 ---------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER'ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA . 01 1.000 TO 12 SPLICE # 01 --------------- ----------------------------------- TYPE Pinned Base Plate - ----------------------------------------------------------- No Ext SW Pin - S Nuts ----------------- F.LA.NGE PLATES E S ----------_ MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION COMPRESSION. CSR LOAD T X W X L EDGE. ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.375 X 6.000 0.375 1.78 43.89 3.05 49.50 0.062 1 INNER 1 Main Flange 0.375 X 6.000 0.062 0.12 43.89 3.05 :49.50 0.062 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.160 6.80 22.00 7.61 43.89 3.05 49.50 0.309 1 S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM ---------------------7-7--------------------------------7--------------------------------------------------------------7------------ PAGE: S 29 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------- TYPE Pinned Base Plate No Ext SW Pin.- S Nuts P L A T E S T R E S S E S CONTROLLING STRESSES ----------------- COLUMN SIDE ------------------ --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi). Flange Location Main Flange 0.00 1.78 3.05 49.50 0.062 1 Main Flange 0.00 0.12 3.05 49.50 0.062 1 Web Location Outer Bolt. Row 1 6.80 5.73 3.05 22.00 0.309 1 Outer Bolt -Row 2 6.80 7.61 '3.05 22.00 0.309 1 S P L I C E D E S I G N - W E L.D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------- PAGE: S 30 --------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER -------------------------------------------------------- ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP -.Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 01 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate No Ext SW Pin - S.Nuts W E L D I N F O R M A T I O N COLUMN SIDE . F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --------MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) GOND OUTER 1 Main Flange Flange to Splice Plate 3/161 0.68 5.55 0.123 2 INNER 1 Main Flange Flange to Splice Plate 3/16" 0.04 5.55 0.008 2 W E L D I N F 0 R M A T -I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------- ------------------ WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) GOND Main Web Web to Splice Plate 1/8" 1/8" 1.22 1.10 6.52 0.251 2 -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Std Des 0.00 0.00 -1064.97 1.00 N Std Des 0.00 0.00 1064.97 1.00 N Stress 18.93 -12.73 -1979.08 1.00 N Stress -14.03 8.92 1708.19 1.33 N Stress -12.13 7.77 1004.31 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination.- Does not apply to Splice Design. H Defl Category 6 Load Combination'- Does not apply to Splice Design. Stress .9.39 -4.88 -742,.09 1.33 N Stress. 11.35 79.08 -1427.80 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination -Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns 6.55 1.20 248.38 1.70 N Conns 14.19 -15.16 -2418.27 1.70 N Stress -13.12 10.12 1304.59 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Outside Hammerhead Dimension Flg..to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj.. Pl. Angle_ (Degrees) P A R T D I M E N S I O N S Column Roof Beam S P L I C E D.E S I G N - A P P L I E D L 0 A D S S U M M A R Y 0.000 0.000 DATE: 07/03/06 6.000" 0.313" 6.000" 0.375" TIME: 05:11 PM CADDS ----------------------------------------------------------------------------------------------------------------------------- PAGE: S 31 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # ---- 06-267 BUILDER ACCOUNT -#--20-04-007-90 BLDR.CONTACT - Andy Wood BLDR_PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) '(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - --------------------------------------------.------------------------------------------------- Roof Beam Knee 2 Row Outer Hmhd - Horiz. LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Std Des 0.00 0.00 -1064.97 1.00 N Std Des 0.00 0.00 1064.97 1.00 N Stress 18.93 -12.73 -1979.08 1.00 N Stress -14.03 8.92 1708.19 1.33 N Stress -12.13 7.77 1004.31 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination.- Does not apply to Splice Design. H Defl Category 6 Load Combination'- Does not apply to Splice Design. Stress .9.39 -4.88 -742,.09 1.33 N Stress. 11.35 79.08 -1427.80 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination -Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns 6.55 1.20 248.38 1.70 N Conns 14.19 -15.16 -2418.27 1.70 N Stress -13.12 10.12 1304.59 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Outside Hammerhead Dimension Flg..to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj.. Pl. Angle_ (Degrees) P A R T D I M E N S I O N S Column Roof Beam 7.875" 24.000" 22.000" 1.000 TO 12 . 0.000 0.000 8.000" 0.125" 6.000" 0.313" 6.000" 0.375" 13'- 8.590" 17'- 4.267" 12.000" 16.000" 0.000 0.000 S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------- PAGE: S 32 7-------------------------------------------------------------------------------------------------7-------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood + BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042905 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 31.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.706 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 1 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST' FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREY ROW OUTER 1 2 1.875" INNER 2 2 6.375" 4.500" OUTER 2 2 6.375" 4.500" INNER 1 2 1.875" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L 0 A D S / A L L O W A'B L E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 33 --------------------------------7--------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 'DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA .01 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------=--------------------------------------------------------=-------- B 0 L T L 0 A D.S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 ------------------------------ (Kips p per Bolt) ------- COLUMN SIDE 21.000 25:251 44.000 11.190 0.000 21.000. 25.328 44.000 -508 11.156 8.603 42.876 43.348 20.308 2.523 27.930 45.967 0.000 +508 0.000 0.000 28.612 58.338 8.809 1 18.942 14.273 0.000 2 0.000 0.000 16.144 3 0.000 0.000 10.099 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 .6.891 5.149 0.000 8 13.880 10.503 0.000 9 Category 6 Load Combination - Does not apply to.Splice Design. 10 Category. 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load.Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 0.000 0.000 1.134 16 23.982 18.241 0.000 17 •0.000 0.000 12.701 18 Category 6 Load Combination - Does not apply to Splice Design. SHEAR TENSION fv Act. FV All. ft Act. Ft All. (Ksi) (Ksi). (Ksi) (Ksi) 0.000 0.000 21.000 25:251 44.000 11.190 0.000 21.000. 25.328 44.000 0.000 3.601 21.000 42.876 43.348 20.308 2.523 27.930 45.967 58.281 12.641 2.199 27.930 28.612 58.338 0.000 0.000 1.529 0.000 15.939 1.380 27.930 15.598 58.448 2.570 27.930 31.418 58.272 0.339 35.700 3.460 74.797 4.289' 35.700, 54.282 74.258 2.865 27•.930 -36.078 58.211 S P L I C E D E S I G N- B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: ------------------ 05:11 PM ------------------------------------------------------------------------------------------------------------------ PAGE: S 34 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA. 01 1.000 TO 12 SPLICE ---------------------------------------------------------------------------------•----------------------------------------=---------- # 02 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ks.i) (Ksi) (Ksi) ROOF BEAM SIDE -50% 11.462 8.791 0.000 0.000 0.000 21.000 25.945 44.000 +508 0.000 0.000 8.718 11.192 0.000 21.000 25.333 44.000 1 19.665 14.762 0.000 0.000 3.601 21.000 44.512 43.348 2 0.000 0.000 16.151 20.458, 2.523 27.930 46.307 58.281 3 0.000 0.000 10.108 12.729 2.199 27.930 28.812 58.338 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 7.182 5.351 0.000 0.000 1.380 27.930 16.257 58.448 8 14.383 10.838 0.000 0.000 2.570 27.930 32.555 58.272 9 Category 6 Load Combination - Does not apply to Splice Design.. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 0.000 0.000 1.071 1.494. 0.339 35.700 3.381 74.797 16 24.791 18.771 0.000 0.000 4.289 35.700 56.113 74.258 17 0.000 0.000 12.717 16.059 2.865 27.930 36.348 58.211 18 Category 6 Load Combination - Does not apply to Splice Design. S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 35 ---------------------7-------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # -20-04-007-90 BLDR CONTACT - Andy.Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 02 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ---------------------------------------------------------------------------------------------------------=----------=--------------- SPLICE PLATE 0042905 COLUMN SIDE -->!<-- ROOF BEAM SIDE 8.000." X 31.875" X 0.500" +- 3.250"-+ -+-----=---+--- ----------------------------- ---+- OUTER HAMMERHEAD FLANGE 0030924 1.875" I I HFHFHFHFHFHEFEFEFEFEFEF I I 0.375 X 7.000 X 6.000 I I I W I I -+--= I I o W o I I I 7.875" I W I I OUTER HAMMERHEAD GUSSET 0030925 4.500" I I W I I 0.250 X 7.500 X 6.000 X 10.000 I I 1 W I I -+--- I i o W o I i W OUTSIDE FLANGE I I I FFFFFFFFFFFF I I 0.375 X 6.000 I I I W I I W I I I W I' I W I i' W W 1 W W I• I I W I I I I I w I I W I 31.875" 19.125" I I W W I I I W I I i 24.000" I W I I MAIN WEB I I I W I I 0.160 I I I W I I i I W W. W W d W 1. w W'. W -+--- I I • o W o I I I w 4.500" I I W I 1 W -+--- I I 0 W o I I 1.875" I I W I I INSIDE FLANGE I I I FFFFFFFFFFFFMSMSMSMSMSM 0.375 X 6.000 -+------------- ----------------------------- BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE .0.375 X 6.000 X 19.000 MAIN WEB 0.250 MAIN STIFFENER 0.250 X 3.000 X 19.875 NS/FS S P L I C E D E S I G N - F L A N G E A N D -W E B" P L A T E I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ----------------------------------------------------------------------=-------------------------------------------------------------- PAGE: S 36 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 02 ---------------------------------------------------=-------------------------------------------------------------------------------- TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz" F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR "LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 6.71 33.00 16.48 65.83 0.250 2 OUTER 3 Main Flange 0.375 X 6.000 7.875 5.97 33.00 0.94 49.50 0.181 1 INNER 1 Main Flange 0.375 X 6.000 .0.000 8.59 43.89 27.14 49.50 0.548 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 19.000 0.000 8.30 33.00 18.19 65.83 0.276 2 INNER 1 Main Stiffener 0.250 "X 3.000 X 19.875 0.000 12.22 43.89 29.17 49.50 0.589 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE. -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL " X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0030925 .0.2"50 X 7.500 X 6.000 X 10.000 28.83 29.26 21.33 33.00 16.08 65.83 0.985 2 Main Web 0.160 3.37 22.00 41.79 43.89 26.70 49.50 0.952 2 ROOF BEAM SIDE Main Web 0.250 14.30 17.46 24.48 33.00 29.48 49.50 0.819 1 S P L I C E D E S I G N - P L A T E S T R E S S E DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 37 --------------------------------7 ------------------------- 7 --------------------------------------------------- 7---------------------- ORDER # 140981 BUILDER"- NORTH VALLEY BUILDING S BUILDER ORDER # 06-2.67 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME-.Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) • (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 161-411 20 PSF 80 MPH CA 01 1.000 TO 12 .SPLICE # 02 TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz P L A T E S T R E S S E S CONTROLLING STRESSES ----------------- COLUMN SIDE ------------------ ---------------- ROOF BEAM SIDE"----- --------- Plate Stresses.-------- Load --------- Plate Stresses.-------- Load Shear Tens. Compr. Allow CSR Cond Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi). (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Hmhd Flg / End Flg 9.61 6.71 16.48 29.26 0.328 2 2.87 8.30 18.19 65.83 0.276 2 Main Flg / 0.00 5.97 0.94 33.00 0.181 1 Main Flg / Main Stif 0.00 8.59 27.14 49.50 0.548 1 4.40 12.22 29.17 99.50 .0.589 1 Web Location Hmhd Gus / Main Web Outer Bolt Row 1 28.83 .21.33 16.08 29.26 0.985 2 14.30 22.87 17.78 33.00 0.693 1' Outer Bolt Row 2 21.20 16.42 12.94, 22.00 0.964 1 14.30 24.48 14.54 33.00 0.742 1 .Main Web Inner Bolt Row 2 3.37 41.79 23:18 43.89 0.952 2 14.30. 26.81 .24.85 17.46 0.819 1 Inner Bolt Row 1 3.37 37.02 26.70 43.89' 0.844 2 14.30 23.43 '29.48 17.46 0.819 1 S P L I C E D E S I.G N - W E L D I N F 0 R M A T O N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 38 ------------------ ----------------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee' 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------------------ W E L D. I N F O R M A T I 0 N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- --------.MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR" LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 3/16" 3/16" 2.61 :4.18 0.625 1 2.30 4.18 0.550 1 YES 5/16" U 1/4" 3.31 16.47 0.201 2 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW. CSR . LOAD -- Near S. Far S. Near Side Far Side Win) Win) Win) COND Outer. Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" 5.33 5.57 0.958 1 Gusset to Hammerhead Flange 3/16" 3/16" 7.21 7.41 0.973 2 Gusset to Outer Flange 3/16" 3/16" 5.30 5.57 0.952 1 Main Web Web to Splice Plate 1/8" 1/8" 6.69 7.41 0.903 2 W E L D I N F O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION -7 -------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 End Flange End Flg to Splice P1 3/16" 3.25 4.18 0.778 1 End Flg to Outer Flg 3/16" 2.78 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" 1/8" 3.06 7.41 0.413 2. Stiffener to Web Plate 1/8" 1.10 1.86 0.593 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME.: 05:11 PM ----------------------- ---------------------------- PAGE: S 39 ----- ORDER # 140981 BUILDER ---------------- - NORTH VALLEY BUILDING S BUILDER -------------------------------- ORDER # --------------- 06-267 BUILDER ACCOUNT # ------------- 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev .ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME. # 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 02 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ----------- -------------=-WELD SIZE------------------------- -------- MAXIMUM STRESSES -------- S - LENGTH - ---- FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near -Side Far Side (k/ in) Win) Win) COND Main Web Web to Splice Plate 3/16" 3/16" 6.12_ 3.33 7.86 0.886 1 Web to End Flange 1/8" 0.98 1.86 0.530 1 Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 8.000" '15'- '6.597" 24.000" 0.000 S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 40 --------------------------7--------------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT.- Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 03 TYPE Pinned Base Plate No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) (kips) -------------- FACTOR ------ STRENGTH -------- 1 DL + CLL + LL Stress 25.37 -12.72 0.00 1.00 N 2 DL + WLL Stress -13.36 7.03 0.00 1.33 N 3 DL + WLR Stress -15.59 10.97 0.00 1.33 N 4 LL V Defl Category 7 Load Combination - Does not apply to Splice Design. 5 3/4 WLL H Defl Category 6 Load Combination - Does not apply to Splice Design. 6 3/4 WLR H Defl 'Category 6 Load Combination - Does not apply to Splice Design. 7 D+CLL+EQL/1.4 Stress 14.71 -9.01 0.00 1.33 N 8 D+CLL+EQR/1.4 Stress 12.64 -4.95 0.00 1.33 N ' 9 EQL H Defl Category 6 Load Combination - Does not apply.to Splice Design. 10 EQR H Defl Category .6 Load Combination - Does not apply to Splice Design. 11 PD+PC+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 12 PD+PC+0.70PL+EQRm Axial C Category 3 Load Combination- Does not apply to Splice Design. 13 0.85P(DL+CL)+EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 14 0.85P(DL+CL)+EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 15 DL+CL+EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 16 DL+CL+EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 17 DL + EWP Stress -14.21 8.93 0.00 1.33 N 18 3/4 EWP H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T D I M E N S I O N S Column 12.000" 8.000" '15'- '6.597" 24.000" 0.000 S P L I C E D E S I G N- B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 41 ---------------------7--------------------------------------------7------------------------------------------7---------------------- ORDER # 140981 BUILDER — NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE.# 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) '(WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" '20 PSF . 80 MPH CA O1 1.000 TO 12 SPLICE # 03 TYPE : Pinned Base Plate No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042360 ORIENTATION NORMAL PLATE WIDTH 12.000" PLATE LENGTH 12.437" PLATE THICKNESS 0.750" PLATE YIELD.STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO 0.146 CONTROLLING COND. 3 CONTROLLING LOCATION Outer Row 2 B.O.L T I N F O R M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" BOLT TYPE Gr36 WASHERS NO BOLT # BOLTS DIST FROM -DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.375" OUTER 2 2 6.375" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 202.118 ( In^2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER .1 ACTUAL ULTIMATE CONCRETE STRESS 0.272 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.781 KSI CONCRETE STRESS RATIO 0.153 S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: ------------------------------------------------------------------------------------------------=----------------------------------- 05:11 PM PAGE: S 42 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers'Quality Bev ENGR GRP -Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) . (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ---------------------------------------------------------------------=-------------------------------------------------------------- # 03 TYPE Pinned Base Plate No Ext SW .Pin - S Nuts B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.012 9.860 2 3.340 3.341 2.239 13.114 4.253 25.456 3 3.896 3.898 3.492 13.114 4.961 25.456 4 Category 7 Load Combination - Does not apply to Splice.Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 Total Section is in Compression 0.525 13.114 8 Total Section is in Compression 0.000 13.114 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination— Does'not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type: 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 3.554 3.555 2.843 13.114 4.525 25.456 18 Category 6_Load Combination - Does not apply to Splice Design. S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 43 -----------------------------------------------------7--------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16174" 20 PSF 80 MPH CA .01 1.000 TO 12 SPLICE # 03 TYPE Pinned Base Plate No Ext SW Pin - S Nuts -------------- SPLICE PLATE 0042360 12.000" X 12.437" X 0.750" 0.375" OUTSIDE FLANGE 0.375 X 9.000 MAIN WEB 0.160 INSIDE FLANGE 0.375 X 9.000 ----+---------+--- 2.375" I ) I 4.000" I I I I I I I I 1 I I I I I I I 12.375" I I 6.062" I COLUMN +- 4.000"-+ I FFFFFFFFFFFFFFFFFFFFFFF I I W I o W o I 'W i I W I W I o W o i W I W I W I. W W I W I W I W W W I W W I W I W I W I W. 1 W W W I W I I W I I W I I W I W W I W I W I W I I W I W I W I. I W I I FFFFFFFFFFFFFFFFFFFFFFF I ----------------------------- BOLTS: 1.000" DIA Gr36 NO WASHERS S P L I C E D E S I G N - F L A.N G E A N D W E B P L A T E 'I N F 0 R M A T I.0 N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------7---------------------------------------------------------------------------------------------------=- PAGE: S 44 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME.- Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Pinned Base Plate No Ext SW Pin - S Nuts F.LA.NGE PLATE S ----------_ MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION COMPRESSION CSR LOAD T X W X L EDGE.. ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.375 X 9.000 0.375 1.35 43.89 2.97 49.50 0.060 1 INNER 1 Main Flange 0.375 X '9.000 0.062 0.09 43.89. 2.97 :49.50 0.060 1 W E B. P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.160 6.80 22.00 8.68 43.89 2.97 49.50 0.309 1 S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 95 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S' BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 03 ---------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate No Ext SW Pin.- S Nuts P L A T E S T R E S S E S CONTROLLING STRESSES ----------------- COLUMN SIDE ------- Plate Stresses Load Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 1.35 2.97 49.50 0.060 1 Main Flange 0.00 0.09 2.97 49.50 0.060' 1 Web Location Outer Bolt Row '1 6.80 6.53 2.97 22.00 0.309 1 Outer Bolt Row. 2 6.80 8.68 2.97 22.00 0.309 1 INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 3/16" 0.03 5.55 0.005 2 W E L D I N F O R M A T I O N W E B P L T E ------------------------- WELD SIZE ------------------- ------ -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET -=---------- PENETRATION --------- TENSION .SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 1.39 0.92 6.81 0.245 3 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 46 ----------------------------------------------------------------=------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME.# 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 03 ---------------------------------------------7-------------------------------------------------------------------------------------- TYPE Pinned Base Plate No Ext SW Pin - S Nuts W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S .DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 3/16" 0.52 5.55 0.093 3 INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 3/16" 0.03 5.55 0.005 2 W E L D I N F O R M A T I O N W E B P L T E ------------------------- WELD SIZE ------------------- ------ -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET -=---------- PENETRATION --------- TENSION .SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 1/8" 1.39 0.92 6.81 0.245 3 S P L I C E D E S I G N A P P L.I E D L O A D S S U M M A R Y DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 47 --------------------------------7--------------------------------------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530=345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 To 12 SPLICE # 04 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -1206.34 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 1206.34 1.00 N 1 DL + CLL + LL Stress .25.00 -12.73 -2222.48 1.00 N 2 DL + WLL Stress -13.89 7.04 1230.62 1.33 N 3 DL + WLR Stress -16.11 10.98 1951.93 1.33 N 4 LL V Defl Category 7 Load Combination - Does not apply to Splice Design. 5 3/4 WLL H Defl Category 6 Load Combination- Does not apply to Splice Design. 6 3/4 WLR H Defl Category 6 Load Combination - Does not apply to Splice Design. 7 D+CLL+EQL/1.4 Stress 14.35 -8.99 -1588..70 1.33 N 8 D+CLL+EQR/1.4 Stress 12.27 -4.98 -652.68 1.33 N 9 EQL H Defl Category 6 Load Combination - Does not apply to Splice Design. 10 EQR H Defl Category 6 Load Combination - Does not apply to Splice Design. 11 PD+PC+0.70PL+EQLm Axial C Category 3 Load Combination -Does not apply to Splice Design. 12 PD+PC+0.70PL+EQRm. Axial C Category 3 Load Combination - Does not apply to Splice Design. 13 0.85P(DL+CL)+EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 14 0.85P(DL+CL)+EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 15 DL+CL+EQLm Conns 17.35 -14.79 -2651.84 1.70 N 16 DL+CL+EQRm Conns 9.27 0.82 210.45 1.70 N 17 DL + EWP Stress. -14.74 8.94 1579.91 1.33 N 18 3/4 EWP H Defl Category 6 Load Combination - Does not apply to Splice Design. P A R T D I M E N S I O N S. Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg..to Flg. Dimension 24.000" 20.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 6.000" Thickness 0.500" Inner Flange Width 6.000" Thickness 0.500" Adjacent Depth Change Information Distance to Depth Change 151- 6.597" 221- 5.661" Flg. to Flg. Dimension 12.000" 20.000" Adj.. P1. Angle. (Degrees) 0.000 0.000 S P L I C E. D E'S I G N - B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------7-----------------------------------------------------------------------------------------------------------=----- PAGE: S 48 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE)' (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 04 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE CUSTOM PART NUMBER OV86156-02 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 31.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.757 CONTROLLING COND. 1 CONTROLLING LOCATION Side 2 Outer Row 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.875" INNER 2 2 6.375" 4.500" OUTER 2 2 6.375" 4.500" INNER 1 2 1.875" OUTER 3 2 9.875" 3.500" W E B S H E A R. NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B 0 L T L O A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: --------------------- 05:11 PM ---------- PAGE: S 49 # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)(WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ----------------------------------------------------=------------------------------------------------------------------------------- # 04 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horii B O L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ----------------------=------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE =50% 9.911 7.660 5.909 0.000 0.000 0.000 21.000 22.434 44.000 +50% 0.000 0.000 0.820 9.925 12.548 0.000 21.000 28.402 44:000 1 16.459 12.395 9.235 0.000 0.000 2.881. 21.000 37.255 43.584 2 0.000 0.000 1.591 12.067 15.084 1.593 27.930 34.141 58.425 3 0.000 0.000 2.157 18.271 22.912 2.484 27.930 51.861 58.288 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 12.017 9.100 6.831 0.000 0.000 2.035 27.930 27.199 58.365 .8 6.126 4.57.5 3.370 0.000 0.000 1.127 27.930 13.865 58.472 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category -6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 20.531 15.640_ 11.836 0.000 0.000 3.347 35.700 '46.470 74.471 16 0.000 .0.000 0.000 0.503 0.731 0.187 35.700 1.655 .74.799 17 0.000 0.000 1:851 15.038 18.836 '2.023 27.930 42.635 58.366 18 Category 6 Load Combination - Does not apply to Splice.Design. S P L I C E D E S I G N - B 0 L T L.0 A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: -------------------7---------------------------------------------------------------------------------------------------------------- 05:11 PM PAGE: S 50 ORDER # 140981 BUILDER -`NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 04 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ROOF BEAM SIDE ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) -50% 10.663 8.024 5.972 0.000 0.000 0.000 21.000 24.136 44.000 +50% 0.000 0.000 0.237 9.876 12.652 0.000 21.000 28.636 44.000 1 18.165 13.313 9.539 0.000 0.000 2.881 21.000 41.116 43.584 2 0.000 0.000 1.111 12.095 15.259 1.593 27.930 34.537 58.425 3 0.000 0.000 1.387 18.319' 23.195 2.484 27.930 52.502 58.288 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 13.189 9.719 7.021 0.000 0.000 2.035 27.930 29.854 58.365 8 6.816 4..955 3.508 0.000 0.000 1.127 27.930 15.428 58.472 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 22.402 16.608 12.102 0.000 0.000 3.347 35.700 50.707 74.471 16 0.000 0.000 0.000 0.443 0.714 0.187 35.700 1.616 74.799 17 0.000 0.000 1.230 15.076 19.069 2.023 27.930 43.150 58.366 18 Category 6 Load Combination - Does not apply to Splice Design. SPLICE PLATE OV86156-02 S P L I.0 E D E S I, G N - L A Y 0 U T S K E T C H GATE: 07/03/06 += 3.250"-+ OUTER HAMMERHEAD FLANGE 0030924 -+---------+--- 1.875" I ----------------------------- ---+- I HFHFHFHFHFHEFEFEFEFEFEF I I TIME: 05:11 PM I I W I I CADDS -+--- I - ------------------------------------------------------------------------------------------------------------ I 7.875" I W i I PAGE: S 51 ORDER #'140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR•CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR.GRP - Visalia W I FFFFFFFFFFFF I 0.375 X (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) , (SLOPE) I I DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 04 TYPE : Ext Col - Roof Beam Knee W 2 Row Outer Hmhd - Horiz I I SPLICE PLATE OV86156-02 COLUMN SIDE -->!<-- ROOF BEAM SIDE 9.000" X 31.875" X 0.500" += 3.250"-+ OUTER HAMMERHEAD FLANGE 0030924 -+---------+--- 1.875" I ----------------------------- ---+- I HFHFHFHFHFHEFEFEFEFEFEF I I 0.375 X 7.000 X 6.000 I I I W I I -+--- I I o W o I I I 7.875" I W i I OUTER HAMMERHEAD GUSSET 0030964 4.500" I I W I 0.375 X. 7.500 X 6:000 X 10.000 I I I I W I I -+--- I I o W o I I OUTSIDE FLANGE 3.500" I W I FFFFFFFFFFFF I 0.375 X I ,9.000 I I I W I i -+--- i I o W o 1 1 I W W I I I w I I I W I 1 I W f I I W W I 16.125." I W 1 31.875„ W I I I W 15.625" I' I W I I I I, I w I 1 MAIN WEB I I I W I I 0.160 I I I W I I I W I I W I I I W I I 1. W 1 I I W I I I t I w I 1 GUSSET STIFFENER 0030877 I I I GSGSGSGSGSGW I I 0.250 X 3.000 X 6.000 NS/FS. I I— I W I I -+--- I l o W I I I W 1 1 4.500" 7.875" 1 W I I I I I W I I 1.875" I I W INSIDE FLANGE I I I FFFFFFFFFFFFMSMSMSMSMSM 0.375 X 9.000 -+---------- ------------=---------------- BOLTS: 0.750" DIA A325 NO WASHERS END FLANGE 0.375 X 6.000 X 16.875 MAIN WEB 0.281 MAIN STIFFENER 0.250 X 3.000 X 17.375 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ---------------------------------------------------------------------=-----------------------------------------------G PAGE: S 52 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING BUILDER ORDER # --------------- 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR.GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-01'' 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 04 TYPE ------------------------------------------------------------------------------------------------------------------------------------ Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 5.83 33.00 17.73 65.83 0.269 3 OUTER 3 Main Flange 0.375 X 9.000 7.875 5.74 33.00 0.53 49.50 0.174 1 INNER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 .7.875 12.14 43.89 7.71 49.50 0.277 3 INNER 1 Main Flange 0.375 X 9.000 0.000 6.31 43.89 23.68 49.50 0.478 1 ROOF BEAM SIDE OUTER 1 End Flange 0.375 X 6.000 X 16.875 0.000 7.66 33.00 20.62 65.83 0.313 3 INNER 1 Main Stiffener 0.250 X 3.000 X 17.375 0.000 13.86 43.89 31.80 49.50 0.642" 1 W E B P L A T E S ------------------ MAXIMUM.STRESSES --------- : PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL XIL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) .(Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Outer Hammerhead Gusset 0030964 0.375 .X 7.500 X 6.000 X 10.000 20.69 29.26 12.36 33.00 17.29 65.83 0.707 3 Main Web 0.160 4.33 29.26 '40.31 43.89 23.30 49.50 0.918 3 ROOF BEAM SIDE Main Web 0.281 17.18 19.88 .22.72 33.00 32.11 49.50 0.864 1 S P L I C E D E S I.G N - P L A T E S T R E S S E'S DATE: 07/03/06 CADDS 'LIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 53 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR #'530'-345-7296 PROJ NAME - Smuckers'Quality Bev ENGR GRP - Visalia .PHONE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 04 TYPE Ext Col - Roof Beam Knee 2 Row Outer Hmhd - Horiz P L A T E S T R E S S E S CONTROLLING STRESSES ----------------- COLUMN SIDE ------------------ --------- ------- ROOF BEAM SIDE ----- --------- Plate Stresses -------- Load --------- Plate Stresses -------- Load Shear Tens. Comer. Allow CSR Cond Shear Tens. Comer Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) `(Ksi) (Ksi) Flange Location Hmhd Flg / End Flg 10.34 5.83 17.73 29.26 0.353 3 3.67 7.66 20.62 65.83 0.313 3 Main Flg / 0.00 5.74 0.53 33.00 0.174 1 Gus Stiff/ 6.33 12.14 7.71 43.89 0.277 3 Main Flg / Main Stif 0.00 6.31 23.68 49.50 0.478 1 5.49 13.86 31.80 49.50 0.642 1 Web Location Hmhd Gus /.Main Web . Outer Bolt Row 1 20.69 12.36 17.29 29.26 0.707 3 17.18 18.77 20.16 19.88 0.781' 1 Outer Bolt Row 2 18.82 9.51 13.79 29.26 0.643 3 17.18 22.72 16.48 19.88 0.781 1 Main Web Outer Bolt Row 3 4.33 16.50 0.84 33.00 0.500 .1 17.18 16.50 4.35 19.88 0.864 1 Inner Bolt Row 2 3.61 30.13 '20.23 43.89 0.687 3 17.18 27.02 27.53 19.88 0..864 1 Inner Bolt Row 1 .3.61 40.31 23.30 43.89 0.918 3 17.18 23.63 32.11 19.88 0.864 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------7--------------------------------------------------------------------------------------------------------------- PAGE: S 54 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)• (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 04 TYPE Ext Col ---------------=-------------------------------------------------------------------------------------------------------------------- - Roof Beam Knee 2 Row Outer Hmhd - Horiz W E L D. I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------- ------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR" LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Hammerhead Flange Flange to Splice Plate 3/16" 2.31 4.18 0.553 1 OUTER 3 Main Flange Flange to Splice Plate .3/16" 3/16" 2.19 8.35 0.263 1 INNER 3 Gusset Stiffener Stiffener to Splice P1 1/8" 3.03 3.70 0.819 3 Stiffener to Web Plate 1/8" 1.58 2.47 0.641 3 INNER 1 Main -Flange Flange to Splice Plate YES 5/16" U 1/4" 2.41 16.47 0.146 3 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S.- Near Side Far Side Win) Win) Win) COND Outer Hammerhead Gusset Gusset to Splice Plate 3/16" 3/16" 4.63 8.35 0.555 1 Gusset to Hammerhead Flange 1/4" 1/4" 7.76 9.87 0.786 3 Gusset to Outer Flange 3/16" 3/16" 7.06 7.41 0.953 3 . Main Web Web to Splice Plate 1/8" 1/8" 6.45 7.41 .0.871 3 W E L D I N F 0 R M T I O N ROOF BEAM SIDE F L A N G E P L A T E S' DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 End Flange End Flg to Splice Pl 3/16" 3.01 4.18 0.721 1 End Flg to Outer Flg 3/16" 2.78 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" 1/8" 3.4.6 7.41 0.468 3 Stiffener to Web Plate 1/8" 1.37 1.86 0.740 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------------------=---------------------------------------=-----=------------------------------------------------------ PAGE: S 55 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA . 01 1.000 TO 12 SPLICE # 04 ----------------------------------------------------=---------------------,---------------------------------------------------------- TYPE Ext Col - Roof Beam Knee. 2 Row Outer Hmhd - Horiz W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION -------------------- WELD SIZE ------------------------- S -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S.. Far S. Near Side Far Side (k/in) Win) (k/in) COND Main Web. Web to Splice Plate 1/4" 1/4" 6.38 4.42 10.19 0.762 1 Web to End Flange 3/16" 1.02 2.78 0.367 1 Web to Opposite Flange 31.000" 3/16" 1.13 2.78 0.405 1 Dimensions at Connection Flg. to Flg. Dimension Main Flange Dimensions 'Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T DJ M E N S I 0 N S Lower Upper S P L I C E D E S I G N - A P P L I E D L 0 A D S S U M M A R Y .20.000" DATE: 07/03/06 CADDS TIME: ---------------------------------------------------------------------=-------------------------------------------------------------- 05:11 PM PAGE: S 56 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP -- Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 05 TYPE : Intermediate Roof Beam. 0/I Extens - Comp Beam LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY (kips) --------------- (kips) '(in -k) --------------- FACTOR ------ STRENGTH -------- . -50% MOMENT CAPACITY Std Des 0.00 0.00 -539.73 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 539.73 1.00 N 1 DL + CLL + LL Stress 13.28 6.15 461.14 1.00 N 2 DL + WLL Stress -9.48 -5.17 -177.02 1.33 N 3 DL + WLR Stress -9.31 -3.28 -497.22 1.33 N 4 LL V Defl Category 7 Load Combination - Does not apply to Splice Design. 5 3/4 WLL H Defl Category 6 Load Combination - Does not apply to Splice Design. 6 3/4 WLR H Defl Category 6 Load Combination - Does not apply to Splice Design. 7 D+CLL+EQL/1.4 Stress 7.15 2.39 419.08 1.33 N 8 D+CLL+EQR/1.4 Stress 7.42 4.34 80.44 1.33 N 9 EQL H Defl Category 6 Load Combination - Does not apply to Splice Design. 10 EQR H Defl Category 6 Load Combination- Does not apply to Splice Design. - 11 PD+PC+0.70PL+EQLm Axial C Category 3 Load Combination - Does not apply to Splice Design. 12 PD+PC+0.70PL+EQRm Axial C Category 3 Load Combination - Does not apply to Splice Design. 13 0.85P(DL+CL)+EQLm Axial T Category 4 Load Combination - Does not apply to Splice Design. 14 0.85P(DL+CL)+EQRm Axial T Category 4 Load Combination - Does not apply to Splice Design. 15 DL+CL+EQLm Conns Category 2 Load Combination - Does not apply to this Splice Type. 16 DL+CL+EQRm Conns Category 2 Load Combination - Does not apply to this Splice Type. 17 DL + EWP Stress . -1-1.91 -4.06 -340.47 1.33 N 18 3/4 EWP H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension Main Flange Dimensions 'Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T DJ M E N S I 0 N S Lower Upper Roof Beam Roof Beam 16.000" 16.000" 19'-10.440" 25'- 1.560" 22.000" .20.000" 0.000 0.000 S P L C E D E,S I G N - B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM ----------------------------------------------------------------------------------- PAGE: S 57 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Intermediate Roof Beam 0/I Extens - Comp Beam S P L I C E P L A T.E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0037151 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 20.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET- 2.375" .DESIGN -STRESS RATIO 0.914 . CONTROLLING COND. +50% CONTROLLING LOCATION .Side 2 Inner Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS. DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN .ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" S P L I C E D E S I G N -. B 0 L T L 0 A D S / A L L 0 WA B L E S DATE: 07/03/06 CADDS TIME: ------------------ 05:11 PM --------------------------------------------------------------------------------------------------------------- PAGE: S 58 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA . 01 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Intermediate Roof Beam O/I Extens - Comp Beam B 0 L T L.0 A.D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Acta Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 9.921 7.460 0.000 0.000 0.000 21.000 32.336 44.000 +50% 0.000 0.000 7.432 10.010 0.000 21.000 32.627 44.000 1 0.000 0.000 4.912 6.963 2.504 21.000 22.695 43.686 2 4.461 3.532 0.000 0.000 2.106 27.930 14.540 58.353 3 10.309 7.922 0.000 0.000 1.337 27.930 33.603 58.453 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 0.000 0.000 4.990 6.909 0.973 27.930 22.520 58.484 8 0.000 0.000 0.357 0.662 1.767 27.930 2.158 58.403 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type. 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 7.765 6.059 0.000 0.000 1.653 27.930 25.309 58.417 18 Category 6 Load Combination - Does not apply to Splice Design. S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: --------------------------------=---------------------------------------------=------------------------------=---------------------- 05:11 PM PAGE: S 59 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME .# 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------ # 05 TYPE Intermediate Roof Beam O/I Extens - Comp Beam B 0 L T L 0 A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR. TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ----------=------------------- (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 10.126 7.342 0.000 0.000 0.000 21.000 33.005 44.000 +508 0.000 0.000 7:383 9.988 0.000 21.000 32.556 44:000 1 0.000 0.000 4.842 6.925 2.504 21.000 22.571 43.686 2 4.491 3.498 0.000 0.000 2.106 27.930 14.638 .58.353 3 10.457 7.812 0.000 0.000 1.337 27.930 34.084 58.453 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6. Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not. apply to Splice Design. 7 0.000 0.000 4.937 6.883 0.973 27.930 22 4.434 58.48 8 0.000 0.000 0:328 0.641 1.767 27.930 2.089 58.403 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type. 16 Category 2 Load Combination - Does not. apply to this Splice Type. 17 7.844 5.987 0.000 0.000 1..653 27.930 25.567 58.417 18 Category 6 Load Combination - Does not apply to Splice.Design. S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 60 ------------------------------------------------------------- 7---------------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 05 TYPE Intermediate Roof Beam. 0/I Extens - Comp Beam ------------------------------------------------------------------------------------------------------------------------------------ SPLICE PLATE 0037151 6.000" X 20.750" X 0.375" OUTSIDE FLANGE 0.313 X 6.000 MAIN WEB 0.160 INSIDE FLANGE. 0.375 X 6.000 LOWER ROOF BEAM SIDE -->!<-- UPPER ROOF BEAM SIDE BOLTS:.0.625" DIA A325 NO WASHERS I +- 2.750"-+ -+---------+-------------------------------- ---+- I 1 I 2.375" 0 0 I I FFFFFFFFFFFFFFFFFFFFFFF I I OUTSIDE FLANGE W I I 0.313 X. 6.000 o W 0 I I W 1 1 W I I W W W I I W I I W ! W I I. W. _ W 1 W W I i. W 1 16.000" W I I MAIN WEB W I I 0.120 W I I W I I W I 1 W W W I I W I I W I I W w I I W I I W o' W o W I' 1 FFFFFFFFFFFFFFFFFFFFFFF ( I_ INSIDE FLANGE _ 0.250 X 6.000 0 o S P. L I C E D E S I G N. - F L A N.G E A N D W E B P L A T E I FOR M A T -I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 61 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S . BUILDER ORDER-# 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 1$'-4". 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 05 TYPE : Intermediate Roof Beam 0/I Extens - Comp Beam F L A N_G E. P L A T E S -- MAXIMUM STRESSES - LOCATION .DESCRIPTION PART NO. SIZE DIST FROM -.TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.313 X 6.000 2.375 13.67 33.00 15.39 49.50 0.414 INNER 2 Main Flange 0.375 X 6:000 2.375 11.57. 33.00 .13.28 .99.50 0.351 .-50% +508 UPPER ROOF BEAM SIDE ` OUTER 2 Main Flange 0..313 X 6.000 2.375 13.84 33.00 16.10 49.50 0.419 -50% INNER 2 Main Flange .0.250 X 6.000 2.375 17.03 33.00 18.80 49.50 0.516 +508 W E B P L A T E S ------------------ MAXIMUM STRESSES ----------- -------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X ILS ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi)' (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.160 2.57 22.00 16.20 33.00 15.04'.49.50 0.491 -.50% UPPER ROOF BEAM SIDE Main Web 0.120 3.40 22.00' 21.48 33.00 18.42 49.50 0.651 +50%. S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM ---------------------------------------------------------------------------------------------------------------------7-------------- PAGE: S 62 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Intermediate Roof Beam. 0/I Extens - Comp Beam P L A T E S T R E S S E S CONTROLLING.STRESSES ------------- LOWER ROOF BEAM SIDE ------------- ------------- UPPER ROOF BEAM SIDE -- --------- Plate Stresses -------- Load --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 13.67 15.39 33.00 0.414 -50% 0.00 13.84 16.10 33.00 0.419 -508 Main Flange 0.00 .11.57 13.28 33.00 0.351 +50% 0.00 17.03 18.80 33.00 0.516 +508 Web Location Outer Bolt Row .2 2.57 16.20 15.04 33.00 0.491 -50% 3.40 21.26 15.75 33.00 0.644 -508 Inner Bolt Row 2 2.29 16.05 12..78 33.00 0.486 +50% 3.03 21.48 18.42 33.00 0.651 +50% S P L I C E D E S I G.N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------------------- PAGE: S 63 ORDER # 140981 BUILDER ------=----------------------------------------------------------- - NORTH VALLEY BUILDING S BUILDER ORDER # 7 ----------- 06-267 BUILDER 7--------------------- ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # OS DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA .01 1.000 TO 12 SPLICE # 05 TYPE Intermediate Roof Beam O/I Extens - Comp Beam W E L .D I N F 0 R M A T.I O N LOWER ROOF BEAM SIDE F L A N G E P.L A T E S DESCRIPTION FULL ---------- --------- WELD SIZE -------- ----------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) (k/in) Win) COND 'OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 4.40 10:33 0.425 -508 INNER 2 Main Flange- langeFlange Flangeto Splice Plate YES 5/16" 5/16" 4.46 12.38 0.360 +50% W E L D I N F O R M A T I O N LOWER ROOF. BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main 'Web Web to Splice Plate 1/8" 1/8" 2.59 5.57 0.466 -50% W E L D I N F O R M A T I O N UPPER ROOF BEAM SIDE F L A N G E P L A T E S. DESCRIPTION FULL. ------------------- WELD SIZE -----=------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------,- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out.Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4" 4.42 10.33 0.428 -50% INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.34 8.25 0.526 +50% i S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM -----------------------------------=------------------------------------------------------------------------=------------------------ PAGE: S 64 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 067267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE)' (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA . 01 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Intermediate Roof Beam O/I Extens - Comp Beam W E L D. I N F 0 R M A T I 0 N UPPER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION -----=------------------- WELD SIZE ------------------------- ---------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR_ LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 2.58 5.57 0.463 +50% i -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1:4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0..70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Std Des 0.00 0.00 -645.86 1.00 N Std Des 0.00 0.00 645.86 1.00 N Stress 12.23 '-6.53 557.17 1.00 N Stress -9.62 3.79 -492.40 1.33 N Stress -9.44 5.67 -242.65 1.33 N. V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load.Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress6.57 -4.52 183.23 1.33 N Stress 6.84 -2.57 432.95 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination -Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination _ Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Stress 712.04 4.90 -322.89 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension .Part Slope Conn: Plate Angle (Degrees) Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam 20.000" 1.000 TO 12 4:764 25'- 1.560" 16.000" 0.000 20.000" 1.000 TO 12' 4.764 25'- 0.000" 20.000" 0.000 S P L I C E D E S I G N - A P P L I ED L 0 A D S S U M M A R Y DATE: 07/03/06 CADDS TIME: ---------------------7-------------------------------------------------------------------------------------------------------------- 05:11 PM PAGE: S 65 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 06-267 BUILDER ACCOUNT # '20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION. LRF 70'-0" - 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE ------------------------------------------------------------------------------------------------------------------------------------- # 06 TYPE Ridge 0/I Extens - Comp Bm. LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ----- -------------------- CATEGORY -------- (kips) ------- (kips) ------- (in -k) FACTOR -------- ------ STRENGTH -------- -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1:4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0..70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Std Des 0.00 0.00 -645.86 1.00 N Std Des 0.00 0.00 645.86 1.00 N Stress 12.23 '-6.53 557.17 1.00 N Stress -9.62 3.79 -492.40 1.33 N Stress -9.44 5.67 -242.65 1.33 N. V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load.Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Stress6.57 -4.52 183.23 1.33 N Stress 6.84 -2.57 432.95 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination -Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination _ Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Stress 712.04 4.90 -322.89 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension .Part Slope Conn: Plate Angle (Degrees) Main Flange Dimensions Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. Pl. Angle (Degrees) P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam 20.000" 1.000 TO 12 4:764 25'- 1.560" 16.000" 0.000 20.000" 1.000 TO 12' 4.764 25'- 0.000" 20.000" 0.000 S P L I C E D E S I G N - B 0 L T Sr /' S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 66 -------------------7-------------------------------------------------=-------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers.Quality Bev. ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0"- 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 06 TYPE : Ridge 0/I Extens - Comp Bm ------------------------------------------------------------------------------------------------------------------------------------ S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0032530 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 24.750" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.488 . CONTROLLING COND. -50% CONTROLLING LOCATION Side 2 Outer Flg 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN kOW EDGE PREY ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" .3.000" INNER 1 2 1.125" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A L E S DATE: 07/03/06 CADDS TIME: -------------------------------- 05:11 PM ----------------------------------------------------------------------------------------------- PAGE: S 67 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-2.67 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) .(LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 06 TYPE : Ridge O/I Extens - Comp Bm B 0 L T L 0 A D.S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 . INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. LEFT ------------------------------ ROOF BEAM SIDE (Kips per Bolt) ------------------------------ (Ksi) (Ksi). (Ksi) (Ksi) -50 9.414 7.333 0.000 0.000 0.000 21.000 30.684 44.000 +50% 0.000 0.000 7.358 9.325 0.000 21.000. 30.395 44.000 1 0.000 0.000 4.944 6.525 2.237 21.000 21.267 43.750 2 8.364 6.705 0.000 0.000 1.212 27.930 27.262 58.465 3 4.739 3.886 0.000 0.000 1.984 27.930 15.445 58.372 4 Category 7 Load Combination - Does not apply to Splice Design: 5 Category 6 Load Combination - Does not apply to Splice.Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 .0.000 0.000 1.336 1.832 1.614 27.930 5.970 58.422 8 0.000 0.000 4.151 5.406 0.813 27.930 17.620 58.495 9 Category 6 Load Combination - Does not apply to Splice Design. 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load.Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does'not apply to Splice Design. 15 Category 2 Load Combination - Does.not-apply to this Splice Type. 16 Category 2 Load Combination - Does riot apply to this Splice Type. 17 6.213 5.083 0.000 0.000 1.580 27.930 20.252 58.426 18 Category 6 Load Combination - Does not apply to Splice Design. . S P L I C E D E S I G N - B 0 L T L 0 A D S / A L L 0 W A B L E S DATE: 07/03/06 CADDS TIME: ------------------7-----------7----------------------------------------------------------------------------------------------------- 05:11 PM PAGE: S 68 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smucker's Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------=------------------------------------------------- # 06 TYPE Ridge 0/I Extens - Comp Bm B 0 L T L 0 A.D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Acta Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -50% 9.439 7.395 0.000 0.000 0.000 21.000 30.765 44.000 +50% 0.000 0.000 7.417 9.475 0.000 21.000 30.882 44.000 1 0.000 0.000 5.050 6.721 2.237 21.000 21.907 43.750 2 8.373 6.735 0.000 0.000. 1.212 27.930 27.291 58.465 3 4.740 3.894 0.000 0.000 1.984 27.930 15.450 58.372 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not.apply to Splice Design. 7 0.000 0.000 1.386 1.914 1.614 27.930 6.237 58.422 8 0.000 0.000 4.220 5.542 0.813 27.930 18.063. 58.495 9 Category 6 Load Combination - Does not apply to Splice Design._ 10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination -Does not apply to this Splice Type. 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 6.215 5.095 0.000 0.000 1.580 .27.930 20.259 58.426 18 Category 6 Load Combination - Does not apply to Splice Design. S P L I C E D E S I G N - L A.Y O UT S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 69 --------------------------------------------------------7-----------------------------------------------7--------------7------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # '20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev . ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME. # 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 06 TYPE : Ridge 0/I.Extens - Comp Bm. ----------------------------------------------------=----------------------------------------------------------------------------=-- ,SPLICE PLATE 0032530 6.000" X 24.750" X 0.500" OUTSIDE FLANGE. 0.313 X 6.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 6.000' LEFT ROOF BEAM SIDE -->!<-- RIGHT ROOF BEAM SIDE BOLTS: 0..625" DIA A325 NO WASHERS -+--=------+--- ----------------------------- 1. 125" ----------------------------1.125" I ). 1 2.375" I ! '3. 000" I I I. 'I I I 1 I� I I I I' I I I I I 20.069" 16.500" I I I I I I I I I I I I 1 I I 3.000" _I 1.125" I +------------- o. o FFFFFFFFFFFFFFFFFFFFFFF W 0 W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W o W. FFFFFFFFFFFFFFFFFFFFFFF 0 0 2.375" I I I I I I I I I I I 20.069" I I. I' I. I I I I f i.� OUTSIDE FLANGE 0.250 X 6.000 MAIN WEB 0.160 INSIDE FLANGE 0.250 X 6.000 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------------------------------------------------------------------------------------------------------------------------ PAGE: S 70 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 06 --------------------------------------------------=--------------------------------------------------------------------------------- TYPE Ridge O/I Extens - Comp Bm F L A N G E P L A T E S ----------_ MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE OUTER 2 Main Flange 0.313 X 6.000 2.375 13.13 33.00 15.02 49.50 0:398 -50% INNER 2 Main Flange 0.250 X 6.000 2.306 15.91 33.00 17.30 49.50 0.482 +508 RIGHT ROOF BEAM SIDE OUTER 2 Main Flange 0.250 X 6.000 '2.375 16.36 33.00 16.51 49.50 0.496 -50% INNER 2 Main Flange 0.250 X 6.000 2.306 16.13 33.00 16.34 49.50 0.489 +50% W E B P L A T E'S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X . OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE Main Web 0.120 2.40 22.00 22.41 33.00 16.96 49.50 0.679 +50% RIGHT ROOF BEAM SIDE Main Web 0.160 1.80 22.00 16.94 33.00 16.22 49.50 0.513 +50% S P L I C E D E S I.G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------------------------------------------------------=---------------- PAGE: S 71 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90. BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) , (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF. 70'-0" 16'-9". 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 06 ------------------------------------------------------------------------------------------------------------------------------------ TYPE Ridge 0/I Extens - Comp Bm P L A T E S T R E S S E S CONTROLLING STRESSES -------------- LEFT ROOF BEAM SIDE ------------- ------------- RIGHT ROOF BEAM SIDE -- --------- Plate Stresses -------- Load --------- Plate Stresses.-------- Load Shear Tens. Compr Allow CSR Cond Shear Tens. Compr Allow CSR Coad (Ksi) (Ksi). (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 13.13 15.02 33.00 0.398 -508 0.00 16.36 16.51 33.00 0.496 -50% Main Flange 0.00 15.91 17.30 33.00 0.482 +508 0.00.. 16.13 16.34- 33.00 0.489. +50$ Web Location Outer Bolt Row 2 2.40 21.25 14.70 33.00 0-644. -50% 1.80 16.15 16.22 33.00 0.489 -50% Inner Bolt Row 2 2.10 22.41 16.96 33.00 0.679 +50% 1.56 16.94 16.01 33.00 0.513 +50% S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 72 -----------------------------------------------------------------7------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 06 TYPE : IRidge 0/I Extens - Comp Bm --------------------------------------------------------------------=--------------------------------------------------------------- W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange . Flange to Splice Plate LEFT ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate YES 1/4" 1/4"' 4.19 10.33 0.406 -508 YES 3/16" 3/16" 4.06 8.25 0.492 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------ --------- ---- WELD SIZE --" ---------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND FULL STRENGTH YES YES 1/8" 1/8" 2.69 5.57 0.483 +50% W E L D I N F O R M A T I O N F L A N G E P L A T E S ---------------=--- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) (k/in) COND 3/16" 3/16" 3/16" 3/16" 4.20 8.25 0.509 -50% 4.14 8.25 0.502 +50% S P L I C E D E S I G.N - W E L D I N F O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM --------------------7--------------------------------------------------------------------------------------------------------------- PAGE: S 73 ORDER # 140981 BUILDER _ NORTH VALLEY BUILDING S . BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR.CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" ' '20 PSF. 80 MPH CA 01 1.000 TO 12 SPLICE # 06 ------------------------------------------------------------------------------------------------------------------------==---------- TYPE Ridge 0/I Extens - Comp Bm W E L.D I N F O R M A T I O N RIGHT ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES --------- LENGTH - ---- FILLET --- ---=----- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/B" 2.71 5..57 0.487 +50% 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Stress 0.00 S P L I C E D E S I G N - A P P.L I E D L 0 A D S S U M'M A R Y DATE: 07/03/06 1.62 0.00 1.33 N CADDS TIME: -------------------.---------------------------------------------------------------------------------------------------------------=- 05:11 PM 1.95 0.00 1.33 N PAGE: S 74 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT -.Andy Wood H Defl BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia Splice Design. H Defl (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) to DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 N SPLICE -----------------------------------------------------------------------------------=------------------------------------------------ # 07 TYPE Miscellaneous .0.90 -2.63 0.00 No Ext - WX @ Eave - H LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER Does not NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) ------- (in -k) FACTOR -------- ------ STRENGTH -------- Does not 1 DL + CLL + LL 2 DL + WLL 3 DL + WLR 4 LL 5 3/4 WLL 6 3/4 WLR 7 D+CLL+EQL/1.4 8 D+CLL+EQR/1.4 9 EQL 10 EQR 11 PD+PC+0.70PL+EQLm 12 PD+PC+0.70PL+EQRm 13 0.85P(DL+CL)+EQLm 14 0.85P(DL+CL)+EQRm 15 DL+CL+EQLm 16 DL+CL+EQRm 17 DL + EWP 18 3/4 EWP Stress 0.00 -5.72 0.00 1.00 N Stress -1.93 1.62 0.00 1.33 N Stress 2.02 1.95 0.00 1.33 N V Defl Category 7 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6.Load Combination - Does not apply to Splice Design. Stress -0.90 -2.74 0.00 1.33 N Stress .0.90 -2.63 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. H Defl Category 6 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial C Category 3 Load Combination - Does not apply to Splice Design. Axial T Category 4 Load Combination.- Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. Conns Category 2 Load Combination - Does not apply to this Splice Type. Conns Category 2 Load Combination - Does not apply to this Splice Type. Stress -2.54 1.57 0.00 1.33 N H Defl Category 6 Load Combination - Does not apply to Splice Design. Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Adjacent Depth Change Information P A R T D I M E N S I O N S Knee Area 20.000 1.000 TO 12 0.000 0.125" S P L I C E D E S I G N - B 0 L T S / S P L I C E P L A T E DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 75 ------------------------------------=------------------------------=--------------------------------------------------------------- ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S- BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296. PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE)' (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME.# 05 DESCRIPTION. LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 07 TYPE Miscellaneous No .Ext - WX @ Eave -•H S P L I C E P L A T E PLATE TYPE CUSTOM PART NUMBER OV86154-06 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 16.875" PLATE THICKNESS 0.500" . PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.024 CONTROLLING COND. 17 CONTROLLING LOCATION Outer Row 2 B 0 L T I N F O R M A T I O N BOLT DIAMETER 0.625 BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 1.750" OUTER 2 2 4.500" 2.750" OUTER 3 2 7.250" 2.750" S P L I C E D E S I G N - B 0 L T L O A D S / A L L O W A B L E$ DATE: 07/03/06 CADDS TIME: --------------------------7--------------------------------------=------------------------------------------------------------------- 05:11 PM PAGE: S 76 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev. ENGR GRP —Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 'DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSE 80 MPH CA O1 1.000 TO 12 SPLICE -------------=-------------------------------------=-------------------------------------------------------------------------------- # 07 TYPE Miscellaneous No Ext - WX @ Eave - H B 0 L T L O A D S / A L L 0 W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 3.105 21.000 2 0.322 0.322 0.322 0.878 27.930 1.050 58.491 3 Total Section is in Compression 1.057 27.930 4 Category 7 Load Combination - Does not apply to Splice Design. 5 Category 6 Load Combination - Does not apply to Splice Design. 6 Category 6 Load Combination - Does not apply to Splice Design. 7 .0.151 0.151 0.151 'is 1.488 27.930 0.491 58.437 8 Total Section in Compression 1.428 27.930 9 Category 6 Load Combination - Does not apply to Splice Design. .10 Category 6 Load Combination - Does not apply to Splice Design. 11 Category 3 Load Combination - Does not apply to Splice Design. 12 Category 3 Load Combination - Does not apply to Splice Design. 13 Category 4 Load Combination - Does not apply to Splice Design. 14 Category 4 Load Combination - Does not apply to Splice Design. 15 Category 2 Load Combination - Does not apply to this Splice Type. 16 Category 2 Load Combination - Does not apply to this Splice Type. 17 0.424 0.424 0.424 0.850 27.930 1.381 58.493 18 Category 6.Load Combination - Does not,apply to Splice Design. S P L I E D E S I G N - L A Y O U T S K E T C H DATE: 07/03/06 CADDS TIME: 05:11 PM -------------------- ----------- --------------------------------- PAGE: S 77 - ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S . ---------------------------------------------------------------=--- BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR,CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) . (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF .. 80 MPH CA 01 1.000 TO 12 SPLICE # 07 TYPE Miscellaneous No Ext - WX @ Eave - H SPLICE PLATE OV86154-06 ROOF BEAM BOLTS: -0.625" DIA A325 NO. WASHERS 8.000" X 16.875" X 0.500" +- 2.750"-+ -+------------- ----------------------------- OUTSIDE FLANGE 1.750" I FFFFFFFFFFFFFFFFFFFFFFF 0.500 X 6.000 I I W -+--- I o W o W 2.750" I W W -+--- 1 o w o I• I W 2.750" I W W I. -+--- I. o w o I W W W 1 W I I w 1 I I W I. w W W MAIN WEB I - I w 0.281 I I W 1 I I W I I W W 9.625" I W W I' I I w W W I I w I I W I W 1 W 1 W W W W W 1. 1 W i W -+------------------------------------------ S. P L I C E D E S I G N - F LAN G E A N D W E B P L A T E I N F O.R M A T I.0 N DATE: 07/03/06 CADDS TIME: 05:11 PM ------------------ -------------------------------------------- PAGE: S 78 7 ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S 7-------------------------------------------------------------------- BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 07 7 --------------- 7 -------- TYPE : ----------------------------------------------------------------------------------------------=------------ Miscellaneous No Ext - WX @ Eave - H F L A N G E P L A T E S -- MAXIMUM STRESSES - LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE. ACT. ALLOW . ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE OUTER 1 Main Flange 0.500 X 6.000 0.000 0.13 43.89 0.27 65.83 0.004 3 W E B P L A T E S' ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - - .COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW. ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi). ROOF BEAM SIDE Main Web 0.281 1.24 22.00 1.05 43.89 0.27 65.83 0.056 1 S P L I C E D E S I G N - P L A T E S T R E S S E S DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 79 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S. BUILDER ORDER # 06-267 BUILDER ACCOUNT # '20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE). (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA O1 1.000 TO 12 SPLICE # 07 TYPE Miscellaneous No Ext - WX @ Eave - H ------------------------------------------------------------------------------------------------------------------------------- P L A T E S T R E S S E S CONTROLLING STRESSES --------------- ROOF BEAM SIDE ----- ------------ --------- Plate Stresses -------- Load Shear Tens. Compr Allow CSR Cond (Ksi) (Ksi) (Ksi) (Ksi) Flange Location Main Flange 0.00 0.13 0.27 65.83 0.004 3 Web Location Outer Bolt Row 1 1.24 0.71 0.27 22.00 0.056 1 Outer Bolt. Row .2 1.24 1.05 0.27 22.00 0.056 1 Outer BOlt.ROw 3 1.24 0.86 0.27 22.00 0.056 1 S P L I C E D E S I G N - W E L D I NF O R M A T I O N DATE: 07/03/06 CADDS TIME: 05:11 PM PAGE: S 80 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 140981 BUILDER - NORTH VALLEY BUILDING S' BUILDER ORDER # 06-267 BUILDER ACCOUNT # 20-04-007-90 BLDR CONTACT - Andy Wood BLDR PHONE # 530-345-7296 PROJ NAME - Smuckers Quality Bev ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 05 DESCRIPTION LRF 70'-0" 16'-4" 20 PSF 80 MPH CA 01 1.000 TO 12 SPLICE # 07 ---------------------------------------------------------------------=-------------------------------------------------------------- TYPE Miscellaneous No Ext - WX @ Eave - H W E L D I NF O R M A T I O N ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate 3/16" 0.07 5.55 0.012 17 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH = ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 3/16" 3/16" 0.35 5.57 0.063 1 _ .