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Home My WebLink AboutB11-0496 REV03 Steel Connection Designs approvedTRANSMITTAL FORM Project Street Address: __________ ______________________________ ___________ (Number) (Street) (Suite #) Building/Complex Name: ________________________________ Building Permits: Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: $_____________________ Plumbing: $_____________________ Electrical: $_____________________ Mechanical: $_____________________ Total: $_____________________ Description of Transmittal/ List of Changes, Items Attached: __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ (use additional sheet if necessary) Application/Permit #(s) information applies to: Attention: ( ) Revisions ( ) Response to Correction Letter ____________________________________ __________________________ ___attached copy of correction letter ( ) Deferred Submittal ____________________________________ __________________________ ( ) Other Use this form when submitting additional information for planning applications or building permits. This form is also used for requesting a revision to building permits. A two hour minimum building review fee of $110 will be charged upon reissuance of the permit. Date Received: Department of Community Development 75 South Frontage Road Vail, CO 81657 Tel: 970.479.2128 www.vailgov.com Development Review Coordinator For Office Use Only: Fee Paid: Received From: Cash _____ ____ Check # __ _ _______ CC: Visa / MC Last 4 CC # exp. date: Authorization # Applicant Information (architect, contractor, owner/owner’s rep) Contact Name: ________________________________________ Address: City _____________________ State: _______ Zip: ____________ Contact Name: _________________________________________ Contact Phone: _________________________________________ Contact E-Mail: _________________________________________ I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the town's zoning and subdivision codes, design review ap- proved, International Building and Residential Codes and other ordinances of the Town applicable thereto. X___________________________________________________ Owner/Owner’s Representative Signature (Required) PCL Initial Submittal Review Notes Strata -Vail PCL Project No. 5001410 Subcontractor:Zimmerman Submittal #:05120-1 Date:8/7/2014 Revisions:Revision Dates: Specification Section:05120–Structural Steel Item Description:Structural Steel Connection Details and Calculations Action:For Approval Variance Request (Y/N):If so, why?: Notes: Reviewed By:Chuck Kay PCL CONSTRUCTION SERVICES, INC. 953S.FRONTAGE RD WEST,SUITE 302,VAIL,COLORADO 81652 TELEPHONE:(970)470-6044 REVIEWED FURNISH AS CORRECTED REJECTED REVISE AND RESUBMIT SUBMIT SPECIFIED ITEM CHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PEOJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTION SHOWN IS SUBJECT TO THE REQUIREMENTS OF THE PLANS AND SPECIFICATIONS. CONTACTOR IS RESPONSIBLEFOR DIMENSIONS WHICH SHALL BE CONFIRMED AND CORRELATED AT THE JOB SITE: FABRICATION PROCESSESAND TECHNIQUES OF CONSTRUCTION; COORDINATION OF HIS WORK WITH THAT OF ALL OTHER TRADES; AND THE SATISFACTORY PERFORMANCE OF HIS WORK. Monroe & Newell Engineers, Inc. DATE 08/12/2014 BY: X Ne w S u b m i t t a l Su b m i t t a l C o v e r S h e e t 8/ 7 / 2 0 1 4 Pr o jec t : St r a t a - V a i l OZ A r c h i t e c t u r e Fr o m : PC L C o n s t r u c t i o n S e r v i c e s , I n c . 30 0 3 L a r i m e r S t r e e t 9 5 3 S F r o n t a g e R d W e s t De n v e r , C O 8 0 2 0 5 S u i t e 3 0 2 Va i l , C O 8 1 6 5 7 SP E C I F I C A T I O N S E C T I O N N O . & D E S C R I P T I O N ( C o v e r o n l y o n e s e c t i o n w i t h e a c h s u b m i t t a l ) PR I O R I T Y S T A T U S C O D E S 1. 4 B CO N T R A C T O R R E M A R K S : No C o m m e n t s A/ E R E M A R K S : CO N T R A C T O R ' S C E R T I F I C A T I O N : NA M E A N D S I G N A T U R E O F C O N T R A C T O R R E P R E S E N T A T I V E : N A M E A N D S I G N A T U R E O F R E V I E W I N G A U T H O R I T Y : D a t e : Ch u c k K a y Pl e a s e s e e a t t a c h e d P C L S u b m i t t a l R e v i e w N o t e s P a g e . St r u c t u r a l S t e e l C o n n e c t i o n s De s c r i p t i o n o f I t e m S u b m i t t e d (T y p e , s i z e , m o d e l n u m b e r , e t c . ) b. A - I m m e d i a t e R e s p o n s e B - R e s p o n d w i t h i n 1 0 d a y s C - R e s p o n d w i t h i n 1 5 d a y s Su b m i t t a l N o : Pr e v i o u s S u b m i t t a l N o : Da t e : Re s u b m i t t a l CO N T R A C T R E F . D O C U M E N T Sp e c P a r a g r a p h Nu m b e r e. Dr a w i n g S h e e t Nu m b e r f. PC L C o n s t r u c t i o n S e r v i c e s I n c . Co n t r a c t o r P r o j e c t N o : 50 0 1 4 1 0 05 1 2 0 - 1 T o : AC T I O N T A K E N A - A p p r o v e d B - A p p r o v e d a s N o t e d C - R e v i s e a n d R e s u b m i t D - N o t A pp ro v e d I c e r t i f y t h a t t h e a b o v e s u b m i t t e d i t e m s h a v e b e en r e v i e w e d i n d e t a i l , a r e c o r r e c t , a n d i n ge n e r a l c o n f o r m a n c e w i t h t h e C o n t r a c t D r a w i ng s a n d S p e c i f i c a t i o n s e x c e p t a s o t h e r w i s e no t e d 5 6 Su b m i t t a l T y p e c. Ac t i o n It e m a.1 2 3 4 7 8 9 10 Reviewed Without Exceptions Chuck Kay Digitally signed by Chuck Kay Contact Info: cmkay@pcl.com Date: 2014.05.22 13:43:13-06'00' 5H6WUDWD9DLO 6WUXFWXUDOFRQQHFWLRQFDOFXODWLRQV 0DUWLQ0DUWLQ3URMHFW1R6 -XO\ 'HDU%ULDQ (QFORVHGDUHVWUXFWXUDOFDOFXODWLRQVSUHSDUHGE\RXURIILFHIRUVWDQGDUGVWHHOVKHDUFRQQHFWLRQV XVHGRQWKH6WUDWD9DLOSURMHFW&DOFXODWLRQVFRQVLVWRIWKHIROORZLQJLWHPV 1DUUDWLYHVDQGGHVLJQFULWHULD $WDEOHRIFRQQHFWLRQFDSDFLWLHVIRUEROWHGEROWHGVLQJOHDQJOHGRXEOHDQJOH VLQJOHSODWHDQGH[WHQGHGVLQJOHSODWHFRQQHFWLRQVXVLQJ´GLDPHWHU$ EROWVDQG=0,VWDQGDUGFRQQHFWLRQJHRPHWU\ 7DEOHVVXPPDUL]LQJWKHOLPLWVWDWHVIRUVLQJOHDQGGRXEOHDQJOHVLQJOHSODWH DQGH[WHQGHGVLQJOHSODWHFRQQHFWLRQVDVFDOFXODWHGE\0DUWLQ0DUWLQ GHYHORSHG([FHOVSUHDGVKHHW 5,6$&RQQHFWLRQUXQVYDOLGDWLQJ0DUWLQ0DUWLQGHYHORSHG([FHOVSUHDGVKHHW IRUDVHOHFWQXPEHURIFRQQHFWLRQV ,I\RXKDYHDQ\TXHVWLRQVSOHDVHFDOO 6LQFHUHO\ 6KDQH(ZLQJ3( 3ULQFLSDO :HVW&ROID[•32%R[•/DNHZRRG&RORUDGR• 675$7$9$,/ 67$1'$5'&211(&7,21'(6,*1 9DLO&2 6758&785$/&$/&8/$7,216 0$57,10$57,13URMHFW1R6 7DEOHRI&RQWHQWV 'HVLJQ&ULWHULD 1DUUDWLYHV3DJHV &RQQHFWLRQ&DSDFLW\7DEOH3DJH 6LQJOH$QJOH/LPLW6WDWH6XPPDU\3DJH 'RXEOH$QJOH/LPLW6WDWH6XPPDU\3DJH 6LQJOH3ODWH/LPLW6WDWH6XPPDU\3DJH ([WHQGHG6LQJOH3ODWH6XPPDU\3DJHV 5,6$&RQQHFWLRQ9DOLGDWLRQV3DJHV 6WDQGDUG&RQQHFWLRQ*HRPHWU\3DJHV -8/< For Approval Not For Construction JUL 31 2013 :HVW&ROID[•32%R[•/DNHZRRG&RORUDGR•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trata Vail - Standard Connections 2014-07-24.pdf Page 1 of 4007/30/201438 Note: Town of Vail uses the 2012 IBC, and 2010 versions of AISC references. 1RWHVRQ'HVLJQ 'HWDLOLQJRI6LQJOH$QJOHV •$Q([FHOVSUHDGVKHHWKDVEHHQXVHGWRFDOFXODWHFRQQHFWLRQFDSDFLW\IRUDOOEHDPV DQGDQXPEHURIFRSHOHQJWKVHQRXJKWRFRYHUPRVWSURMHFWVSHFLILFFRQGLWLRQV •7KH([FHOVSUHDGVKHHWLVVHWXSWRFRYHUERWK$,6&DQG$,6&FDSDFLWLHV 7KLVLVJHQHUDOO\FRQVHUYDWLYH •$FRQGHQVHGYHUVLRQRIWKHVSUHDGVKHHWLVLQFOXGHGWKDWVKRZVRQO\DVXPPDU\RIWKH OLPLWVWDWHV •5,6$&RQQHFWLRQZDVXVHGWRYDOLGDWHVHOHFWFRQQHFWLRQV •3HU$,6&WK(GLWLRQSDJHHFFHQWULFLWLHVPD\EHQHJOHFWHGIRUEROWVLQ VXSSRUWHGPHPEHUEXWPXVWEHDFFRXQWHGIRULQVXSSRUWLQJPHPEHU5,6$ &RQQHFWLRQGRHVDFFRXQWIRUHFFHQWULFLWLHVLQERWKGLUHFWLRQVRQWKHVXSSRUWLQJ PHPEHUEROWVZKHQGHWHUPLQLQJEROWVKHDUFDSDFLW\$WWKHVHFRQGLWLRQVZHKDYH EDVHGRXUFDOFXODWLRQVRQ$,6&PHWKRGRORJ\7KLVKDVEHHQFRPPHQWHGXSRQLQWKH LQFOXGHGYDOLGDWLRQFDOFXODWLRQV Strata Vail - Standard Connections 2014-07-24.pdf Page 2 of 4007/30/201438 1RWHVRQ'HVLJQ 'HWDLOLQJRI'RXEOH$QJOHV •$Q([FHOVSUHDGVKHHWKDVEHHQXVHGWRFDOFXODWHFRQQHFWLRQFDSDFLW\IRUDOOEHDPV DQGDQXPEHURIFRSHOHQJWKVHQRXJKWRFRYHUPRVWSURMHFWVSHFLILFFRQGLWLRQV •7KH([FHOVSUHDGVKHHWLVVHWXSWRFRYHUERWK$,6&DQG$,6&FDSDFLWLHV 7KLVLVJHQHUDOO\FRQVHUYDWLYH •$FRQGHQVHGYHUVLRQRIWKHVSUHDGVKHHWLVLQFOXGHGWKDWVKRZVRQO\DVXPPDU\RIWKH OLPLWVWDWHV •5,6$&RQQHFWLRQZDVXVHGWRYDOLGDWH:[EHDPVZLWKDOOFRSHFRQGLWLRQV2QO\ VRPHDUHLQFOXGHGLQWKLVFDOFXODWLRQVSDFNDJH:LWKLQWKHVHYDOLGDWLRQFDOFXODWLRQV ZKHUHYDULDQFHLVVLJQLILFDQWZHKDYHSURYLGHGFRPPHQWDU\ •3HU$,6&WK(GLWLRQSDJHHFFHQWULFLWLHVPD\EHQHJOHFWHGIRUZRUNDEOHJDJHV VKRZQLQ7DEOH5,6$&RQQHFWLRQGRHVDFFRXQWIRUHFFHQWULFLWLHVZKHQ GHWHUPLQLQJEROWVKHDUFDSDFLW\$WWKHVHFRQGLWLRQVZHKDYHEDVHGRXUFDOFXODWLRQV RQ$,6&PHWKRGRORJ\7KLVKDVEHHQFRPPHQWHGXSRQLQWKHLQFOXGHGYDOLGDWLRQ FDOFXODWLRQV •%ROWEHDULQJRQJLUGHUZHEVZKHUHEROWVDUHVKDUHGKDVEHHQDFFRXQWHGIRUZLWKD VHSDUDWHWDEOH Strata Vail - Standard Connections 2014-07-24.pdf Page 3 of 4007/30/201438 %HDP6L]HRI%ROWV :; 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87 . 0 7 1 4 2 . 0 6 : ; 10 5 . 4 0 1 7 4 . 1 4 : ; 12 3 . 7 3 2 0 6 . 2 1 : ; 14 2 . 0 6 2 3 8 . 2 9 : ; 12 3 . 3 4 2 0 3 . 7 8 : ; 14 4 . 7 9 2 4 1 . 3 1 : ; 16 6 . 2 4 2 7 8 . 8 5 : ; 18 7 . 6 9 3 1 6 . 3 9 : ; 13 4 . 5 5 2 2 2 . 3 0 : ; 15 7 . 9 5 2 6 3 . 2 5 : ; 18 1 . 3 5 3 0 4 . 2 0 : ; 20 4 . 7 5 3 4 5 . 1 5 6L Q J O H 6 K H D U & R Q Q H F W L Q J ( O H P H Q W / L P L W 6 W D W H V 7 R S & R S H % H D P : H E / LP L W 6 W D W H V 7 % & R S H % H D P : H E / L P L W 6 W D W H V 6L Q J O H $ Q J O H %R O W V St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 5 o f 4 0 07 / 3 0 / 2 0 1 4 38 &R Q Q H F W L R Q * H R P H W U \ %R O W 7 \ S H $ 1 6 7 ' %R O W ' L D P H W H U %/ 7 L Q 6K H D U & D S D F L W \ % R O W N +R O H ' L D P H W H U L Q 6S D F L Q J % H W Z H H Q & R O X P Q V L Q 3 O D W H 6& L Q (G J H ' L V W D Q F H L Q 3 O D W H (5 L Q (Q G ' L V W D Q F H L Q 3 O D W H (& L Q &R S H / H Q J W K &/ L Q %R O W ( F F H Q W U L F L W \ (% L Q (Q G ' L V W D Q F H L Q % H D P L Q (G J H ' L V W D Q F H L Q % H D P L Q 6LQ J O H $ Q J O H % R O W F R O X P Q 'R X E O H $ Q JOH & R Q Q H F W L R Q 6 X P P D U \ $ , 6 & U G ( G $ 6 ' %R O W V & R Q Q ( O ' E O & R Q Q ( O 6 K < L H O G 6 K 5 X S W % R O W % H D U L Q J % O R F N 6 K H D U & R SH 7R S & R S H & 7 R S & R S H & 7 R S & R S H & 7 R S & R S H & 7 % & R S H & 7 % & R S H & 7 % & R S H & 7 % & R S H & %H D P 6 L ] H R I % R O W V % R O W 6 K H D U B 6 L Q J O H % R O W 6 K H D U B ' R X E O H %R O W % H D U L Q J B 7 R W D O %OR F N 6 K H D U 5 X S W X U H 6 K H D U < L H O G 6 K H D U 5 X S W X U H %R O W % H D U L Q J B 7 R W D O %OR F N 6 K H D U 5 X S W X U H 6 K H D U < L H O G 6 K H D U 5 X S W X U H 6 K H D U < L H O G 6 K H D U 5 X S WX U H %R O W % H D U L Q J B 7 R W D O % R O W % H D U L Q J B 7 R W D O X Q F R S H G %OR F N 6 K H D U 5 X S W X U H / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R FD O % X F N O L Q J 6 K H D U < L H O G 6 K H D U 5 X S W X U H %R O W % H D U L Q J B 7 R W D O %OR F N 6 K H D U 5 X S W X U H / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R FD O % X F N O L Q J 1R & R S H & 7 R S & 7 % & 7 R S & 7 % & 7 R S & 7 % & 7 R S & 7 % : ; 11 . 6 0 1 6 . 5 8 : ; : [ 15 . 7 0 2 2 . 4 3 : [ : [ 16 . 7 2 2 3 . 8 9 : [ : [ 15 . 7 0 2 2 . 4 3 : [ : [ 17 . 0 6 2 4 . 3 8 : [ : [ 16 . 7 2 2 3 . 8 9 : [ : [ 19 . 4 5 2 7 . 7 9 : [ : ; 12 . 9 7 1 8 . 5 3 : ; : ; 20 . 3 8 3 1 . 4 9 : ; : [ 15 . 7 0 2 2 . 4 3 : [ : [ 24 . 6 7 3 8 . 1 2 : [ : [ 16 . 3 8 2 3 . 4 0 : [ : [ 25 . 7 4 3 9 . 7 8 : [ : [ 17 . 0 6 2 4 . 3 8 : [ : [ 26 . 8 1 4 1 . 4 4 : [ : [ 16 . 3 8 2 3 . 4 0 : [ : [ 25 . 7 4 3 9 . 7 8 : [ : [ 17 . 7 5 2 5 . 3 5 : [ : [ 27 . 8 9 4 3 . 1 0 : [ : [ 20 . 4 8 2 9 . 2 5 : [ : [ 32 . 1 8 4 9 . 7 3 : [ : [ 23 . 8 9 3 4 . 1 3 : [ : [ 37 . 5 4 5 8 . 0 1 : [ : [ 23 . 2 1 3 3 . 1 5 : [ : [ 36 . 4 7 5 6 . 3 6 : [ : [ 25 . 2 5 3 6 . 0 8 : [ : [ 39 . 6 8 6 1 . 3 3 : [ : ; 13 . 6 5 1 9 . 5 0 : ; : ; 21 . 4 5 3 3 . 1 5 : ; : [ 15 . 0 2 2 1 . 4 5 : [ : [ 23 . 6 0 3 6 . 4 7 : [ : [ 16 . 0 4 2 2 . 9 1 : [ : [ 25 . 2 0 3 8 . 9 5 : [ : [ 17 . 7 5 2 5 . 3 5 : [ : [ 27 . 8 9 4 3 . 1 0 : [ : ; 15 . 7 0 2 2 . 4 3 : ; : ; 24 . 6 7 3 8 . 1 2 : ; : [ 17 . 7 5 2 5 . 3 5 : [ : [ 27 . 8 9 4 3 . 1 0 : [ : [ 20 . 4 8 2 9 . 2 5 : [ : [ 32 . 1 8 4 9 . 7 3 : [ : ; 20 . 1 3 2 8 . 7 6 : ; : ; 31 . 6 4 4 8 . 9 0 : ; : [ 22 . 8 6 3 2 . 6 6 : [ : [ 35 . 9 3 5 5 . 5 3 : [ : [ 24 . 6 7 3 8 . 1 2 : [ : [ 33 . 6 4 5 3 . 8 2 : [ : [ 28 . 9 6 4 4 . 7 5 : [ : [ 39 . 4 9 6 3 . 1 8 : [ : [ 33 . 2 5 5 1 . 3 8 : [ : [ 45 . 3 4 7 2 . 5 4 : [ : [ 36 . 4 7 5 6 . 3 6 : [ : [ 49 . 7 3 7 9 . 5 6 : [ : [ 40 . 2 2 6 2 . 1 6 : [ : [ 54 . 8 4 8 7 . 7 5 : [ : [ 44 . 5 1 6 8 . 7 9 : [ : [ 60 . 6 9 9 7 . 1 1 : [ : ; 26 . 8 1 4 1 . 4 4 : ; : ; 36 . 5 6 5 8 . 5 0 : ; : [ 29 . 4 9 4 5 . 5 8 : [ : [ 40 . 2 2 6 4 . 3 5 : [ : [ 31 . 6 4 4 8 . 9 0 : [ : [ 43 . 1 4 6 9 . 0 3 : [ : [ 32 . 7 1 5 0 . 5 5 : [ : [ 44 . 6 1 7 1 . 3 7 : [ : [ 37 . 0 0 5 7 . 1 8 : [ : [ 50 . 4 6 8 0 . 7 3 : [ : [ 40 . 7 6 6 2 . 9 9 : [ : [ 55 . 5 8 8 8 . 9 2 : [ : [ 46 . 1 2 7 1 . 2 7 : [ : [ 62 . 8 9 1 0 0 . 6 2 : [ : [ 42 . 3 6 6 5 . 4 7 : [ : [ 57 . 7 7 9 2 . 4 3 : [ : [ 48 . 8 0 7 5 . 4 2 : [ : [ 66 . 5 4 1 0 6 . 4 7 : [ : [ 56 . 3 1 8 7 . 0 2 : [ : [ 76 . 7 8 1 2 2 . 8 5 : [ : [ 62 . 7 4 9 6 . 9 6 : [ : [ 85 . 5 6 1 3 6 . 8 9 : [ : [ 32 . 1 8 4 9 . 7 3 : [ : [ 43 . 8 8 7 0 . 2 0 : [ : [ 55 . 5 8 9 0 . 6 8 : [ : [ 33 . 7 8 5 2 . 2 1 : [ : [ 46 . 0 7 7 3 . 7 1 : [ : [ 58 . 3 5 9 5 . 2 1 : [ : ; 45 . 5 8 7 0 . 4 4 : ; : ; 62 . 1 6 9 9 . 4 5 : ; : ; 78 . 7 3 1 2 8 . 4 6 : ; : [ 51 . 4 8 7 9 . 5 6 : [ : [ 70 . 2 0 1 1 2 . 3 2 : [ : [ 88 . 9 2 1 4 5 . 0 8 : [ : [ 63 . 2 8 9 7 . 7 9 : [ : [ 86 . 2 9 1 3 8 . 0 6 : [ : [ 10 9 . 3 0 1 7 8 . 3 3 : [ : [ 51 . 1 9 8 1 . 9 0 : [ : [ 64 . 8 4 1 0 5 . 7 9 : [ : [ 78 . 4 9 1 2 9 . 6 8 : [ : [ 55 . 5 8 8 8 . 9 2 : [ : [ 70 . 4 0 1 1 4 . 8 6 : [ : [ 85 . 2 2 1 4 0 . 7 9 : [ : [ 59 . 2 3 9 4 . 7 7 : [ : [ 75 . 0 3 1 2 2 . 4 1 : [ : [ 90 . 8 2 1 5 0 . 0 5 : [ : [ 58 . 5 0 9 3 . 6 0 : [ : [ 74 . 1 0 1 2 0 . 9 0 : [ : [ 89 . 7 0 1 4 8 . 2 0 : [ : [ 66 . 5 4 1 0 6 . 4 7 : [ : [ 84 . 2 9 1 3 7 . 5 2 : [ : [ 10 2 . 0 3 1 6 8 . 5 8 : [ : ; 73 . 1 3 1 1 7 . 0 0 : ; : ; 92 . 6 3 1 5 1 . 1 3 : ; : ; 11 2 . 1 3 1 8 5 . 2 5 : ; : [ 80 . 4 4 1 2 8 . 7 0 : [ : [ 10 1 . 8 9 1 6 6 . 2 4 : [ : [ 12 3 . 3 4 2 0 3 . 7 8 : [ : ; 57 . 7 7 9 2 . 4 3 : ; : ; 73 . 1 7 1 1 9 . 3 9 : ; : ; 88 . 5 8 1 4 6 . 3 5 : ; : ; 10 3 . 9 8 1 7 3 . 3 1 : ; : [ 62 . 8 9 1 0 0 . 6 2 : [ : [ 79 . 6 6 1 2 9 . 9 7 : [ : [ 96 . 4 3 1 5 9 . 3 2 : [ : [ 11 3 . 2 0 1 8 8 . 6 6 : [ : [ 60 . 6 9 9 7 . 1 1 : [ : [ 76 . 8 8 1 2 5 . 4 3 : [ : [ 93 . 0 6 1 5 3 . 7 6 : [ : [ 10 9 . 2 5 1 8 2 . 0 8 : [ : [ 64 . 3 5 1 0 2 . 9 6 : [ : [ 81 . 5 1 1 3 2 . 9 9 : [ : [ 98 . 6 7 1 6 3 . 0 2 : [ : [ 11 5 . 8 3 1 9 3 . 0 5 : [ : [ 73 . 1 3 1 1 7 . 0 0 : [ : [ 92 . 6 3 1 5 1 . 1 3 : [ : [ 11 2 . 1 3 1 8 5 . 2 5 : [ : [ 13 1 . 6 3 2 1 9 . 3 8 : [ : [ 80 . 4 4 1 2 8 . 7 0 : [ : [ 10 1 . 8 9 1 6 6 . 2 4 : [ : [ 12 3 . 3 4 2 0 3 . 7 8 : [ : [ 14 4 . 7 9 2 4 1 . 3 1 : [ : [ 88 . 4 8 1 4 1 . 5 7 : [ : [ 11 2 . 0 8 1 8 2 . 8 6 : [ : [ 13 5 . 6 7 2 2 4 . 1 5 : [ : [ 15 9 . 2 7 2 6 5 . 4 4 : [ : [ 85 . 2 2 1 3 9 . 0 4 : [ : [ 10 3 . 1 6 1 7 0 . 4 3 : [ : [ 12 1 . 1 0 2 0 1 . 8 3 : [ : [ 90 . 7 7 1 4 8 . 1 0 : [ : [ 10 9 . 8 8 1 8 1 . 5 5 : [ : [ 12 8 . 9 9 2 1 4 . 9 9 : [ : [ 95 . 4 0 1 5 5 . 6 6 : [ : [ 11 5 . 4 9 1 9 0 . 8 1 : [ : [ 13 5 . 5 7 2 2 5 . 9 6 : [ : [ 10 5 . 5 9 1 7 2 . 2 8 : [ : [ 12 7 . 8 2 2 1 1 . 1 9 : [ : [ 15 0 . 0 5 2 5 0 . 0 9 : [ : [ 11 3 . 0 0 1 8 4 . 3 7 : [ : [ 13 6 . 7 9 2 2 6 . 0 1 : [ : [ 16 0 . 5 8 2 6 7 . 6 4 : [ : [ 11 2 . 0 8 1 8 2 . 8 6 : [ : [ 13 5 . 6 7 2 2 4 . 1 5 : [ : [ 15 9 . 2 7 2 6 5 . 4 4 : [ : [ 12 2 . 2 7 1 9 9 . 4 9 : [ : [ 14 8 . 0 1 2 4 4 . 5 3 : [ : [ 17 3 . 7 5 2 8 9 . 5 8 : [ : [ 15 3 . 7 6 2 5 0 . 8 7 : [ : [ 18 6 . 1 3 3 0 7 . 5 2 : [ : [ 21 8 . 5 0 3 6 4 . 1 6 : [ : ; 87 . 0 7 1 4 2 . 0 6 : ; : ; 10 5 . 4 0 1 7 4 . 1 4 : ; : ; 12 3 . 7 3 2 0 6 . 2 1 : ; : ; 14 2 . 0 6 2 3 8 . 2 9 : ; : [ 10 0 . 9 6 1 6 4 . 7 3 : [ : [ 12 2 . 2 2 2 0 1 . 9 2 : [ : [ 14 3 . 4 7 2 3 9 . 1 2 : [ : [ 16 4 . 7 3 2 7 6 . 3 2 : [ : [ 10 4 . 6 7 1 7 0 . 7 7 : [ : [ 12 6 . 7 0 2 0 9 . 3 3 : [ : [ 14 8 . 7 4 2 4 7 . 8 9 : [ : [ 17 0 . 7 7 2 8 6 . 4 6 : [ : ; 12 1 . 3 4 1 9 7 . 9 7 : ; : ; 14 6 . 8 8 2 4 2 . 6 8 : ; : ; 17 2 . 4 3 2 8 7 . 3 8 : ; : ; 19 7 . 9 7 3 3 2 . 0 9 : ; : [ 13 1 . 5 3 2 1 4 . 6 0 : [ : [ 15 9 . 2 2 2 6 3 . 0 6 : [ : [ 18 6 . 9 1 3 1 1 . 5 1 : [ : [ 21 4 . 6 0 3 5 9 . 9 7 : [ : ; 12 3 . 3 4 2 0 3 . 7 8 : ; : ; 14 4 . 7 9 2 4 1 . 3 1 : ; : ; 16 6 . 2 4 2 7 8 . 8 5 : ; : ; 18 7 . 6 9 3 1 6 . 3 9 : ; : ; 13 4 . 5 5 2 2 2 . 3 0 : ; : ; 15 7 . 9 5 2 6 3 . 2 5 : ; : ; 18 1 . 3 5 3 0 4 . 2 0 : ; : ; 20 4 . 7 5 3 4 5 . 1 5 : ; : [ 14 0 . 1 6 2 3 1 . 5 6 : [ : [ 16 4 . 5 3 2 7 4 . 2 2 : [ : [ 18 8 . 9 1 3 1 6 . 8 8 : [ : [ 21 3 . 2 8 3 5 9 . 5 3 : [ %R O W V 'R X E O H $ Q J O H 6L Q J O H 6 K H D U & R Q Q H F W L Q J ( O H P H Q W / L P L W 6 W D W H V 7R S & R S H % H D P : H E / L P L W 6 W D W H V 'R X E O H 6 K H D U & R Q Q H F W L Q J ( O H P H Q W / L P L W 6 W D W H V 7 % & R S H % H D P : H E / L P L W 6 W D W H V St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 6 o f 4 0 07 / 3 0 / 2 0 1 4 38 &R Q Q H F W L R Q * H R P H W U \ %R O W 7 \ S H $ 1 6 7 ' %R O W ' L D P H W H U %/ 7 L Q 6K H D U & D S D F L W \ % R O W N +R O H ' L D P H W H U L Q 6S D F L Q J % H W Z H H Q & R O X P Q V L Q 3 O D W H 6& L Q (G J H ' L V W D Q F H L Q 3 O D W H (5 L Q (Q G ' L V W D Q F H L Q 3 O D W H (& L Q &R S H / H Q J W K &/ L Q %R O W ( F F H Q W U L F L W \ (% L Q (Q G ' L V W D Q F H L Q % H D P L Q (G J H ' L V W D Q F H L Q % H D P L Q 6L Q J O H $ Q J O H % R O W F R O X P Q 6L Q J O H 3 O D W H & R Q Q H F W L R Q 6 X P P D U \ $ , 6 & U G ( G $ 6 ' %R O W V & R Q Q ( O ' E O & R Q Q ( O 6 K < L H O G 6 K 5 X S W % R O W % H D U L Q J % O R F N 6 K H D U & R SH %ROW V 7RS &RS H & 7RS &RS H & 7RS &RS H & 7RS &RS H & 7 % &RS H & 7 % &RS H & 7 % &RS H & 7 % &RS H & %R O W 6 K H D U B 6 L Q J O H %ROW %HD U LQJ B 7RWDO %O R F N 6 K H D U 5 X S W X U H 6 K H D U < L H O G 6 K H D U 5 X S W X U H 6 K H D U < L H O G 6 K H D U 5 X S WX U H %ROW %HD U LQJ B 7RWDO %ROW %HD U LQJ B 7RWDOXQ F R S H G %OR F N 6 K H D U 5 X S W X U H / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R FD O % X F N O L Q J 6 K H D U < L H O G 6 K H D U 5 X S W X U H %ROW %HD U LQJ B 7RWDO %O R F N 6 K H D U 5 X S W X U H / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R F D O % X F N O L Q J / R FD O % X F N O L Q J 1R&RS H & 7RS & 7 % & 7RS & 7 % & 7RS & 7 % & 7RS & 7 % : ; 11 . 6 0 1 6 . 5 8 : [ 15 . 7 0 2 2 . 4 3 : [ 15 . 7 0 2 2 . 4 3 : [ 24 . 6 7 3 8 . 1 2 : [ 16 . 3 8 2 3 . 4 0 : [ 37 . 5 4 5 8 . 0 1 : [ 23 . 2 1 3 3 . 1 5 : [ 36 . 4 7 5 6 . 3 6 : ; 21 . 4 5 3 3 . 1 5 : [ 27 . 8 9 4 3 . 1 0 : [ 20 . 4 8 2 9 . 2 5 : [ 32 . 1 8 4 9 . 7 3 : [ 24 . 6 7 3 8 . 1 2 : [ 28 . 9 6 4 4 . 7 5 : [ 45 . 3 4 7 2 . 5 4 : [ 36 . 4 7 5 6 . 3 6 : [ 49 . 7 3 7 9 . 5 6 : [ 40 . 2 2 6 2 . 1 6 : [ 54 . 8 4 8 7 . 7 5 : [ 44 . 5 1 6 8 . 7 9 : [ 60 . 6 9 9 7 . 1 1 : ; 26 . 8 1 4 1 . 4 4 : ; 36 . 5 6 5 8 . 5 0 : [ 29 . 4 9 4 5 . 5 8 : [ 40 . 2 2 6 4 . 3 5 : [ 31 . 6 4 4 8 . 9 0 : [ 43 . 1 4 6 9 . 0 3 : [ 32 . 7 1 5 0 . 5 5 : [ 44 . 6 1 7 1 . 3 7 : [ 37 . 0 0 5 7 . 1 8 : [ 50 . 4 6 8 0 . 7 3 : [ 40 . 7 6 6 2 . 9 9 : [ 55 . 5 8 8 8 . 9 2 : [ 46 . 1 2 7 1 . 2 7 : [ 62 . 8 9 1 0 0 . 6 2 : [ 42 . 3 6 6 5 . 4 7 : [ 57 . 7 7 9 2 . 4 3 : [ 48 . 8 0 7 5 . 4 2 : [ 66 . 5 4 1 0 6 . 4 7 : [ 56 . 3 1 8 7 . 0 2 : [ 76 . 7 8 1 2 2 . 8 5 : [ 62 . 7 4 9 6 . 9 6 : [ 85 . 5 6 1 3 6 . 8 9 : [ 32 . 1 8 4 9 . 7 3 : [ 43 . 8 8 7 0 . 2 0 : [ 55 . 5 8 9 0 . 6 8 : [ 33 . 7 8 5 2 . 2 1 : [ 46 . 0 7 7 3 . 7 1 : [ 58 . 3 5 9 5 . 2 1 : ; 45 . 5 8 7 0 . 4 4 : ; 62 . 1 6 9 9 . 4 5 : ; 78 . 7 3 1 2 8 . 4 6 : [ 51 . 4 8 7 9 . 5 6 : [ 70 . 2 0 1 1 2 . 3 2 : [ 88 . 9 2 1 4 5 . 0 8 : [ 63 . 2 8 9 7 . 7 9 : [ 86 . 2 9 1 3 8 . 0 6 : [ 10 9 . 3 0 1 7 8 . 3 3 : [ 51 . 1 9 8 1 . 9 0 : [ 64 . 8 4 1 0 5 . 7 9 : [ 78 . 4 9 1 2 9 . 6 8 : [ 55 . 5 8 8 8 . 9 2 : [ 70 . 4 0 1 1 4 . 8 6 : [ 85 . 2 2 1 4 0 . 7 9 : [ 59 . 2 3 9 4 . 7 7 : [ 75 . 0 3 1 2 2 . 4 1 : [ 90 . 8 2 1 5 0 . 0 5 : [ 58 . 5 0 9 3 . 6 0 : [ 74 . 1 0 1 2 0 . 9 0 : [ 89 . 7 0 1 4 8 . 2 0 : [ 66 . 5 4 1 0 6 . 4 7 : [ 84 . 2 9 1 3 7 . 5 2 : [ 10 2 . 0 3 1 6 8 . 5 8 : ; 73 . 1 3 1 1 7 . 0 0 : ; 92 . 6 3 1 5 1 . 1 3 : ; 11 2 . 1 3 1 8 5 . 2 5 : [ 80 . 4 4 1 2 8 . 7 0 : [ 10 1 . 8 9 1 6 6 . 2 4 : [ 12 3 . 3 4 2 0 3 . 7 8 : ; 57 . 7 7 9 2 . 4 3 : ; 73 . 1 7 1 1 9 . 3 9 : ; 88 . 5 8 1 4 6 . 3 5 : ; 10 3 . 9 8 1 7 3 . 3 1 : [ 62 . 8 9 1 0 0 . 6 2 : [ 79 . 6 6 1 2 9 . 9 7 : [ 96 . 4 3 1 5 9 . 3 2 : [ 11 3 . 2 0 1 8 8 . 6 6 : [ 60 . 6 9 9 7 . 1 1 : [ 76 . 8 8 1 2 5 . 4 3 : [ 93 . 0 6 1 5 3 . 7 6 : [ 10 9 . 2 5 1 8 2 . 0 8 : [ 64 . 3 5 1 0 2 . 9 6 : [ 81 . 5 1 1 3 2 . 9 9 : [ 98 . 6 7 1 6 3 . 0 2 : [ 11 5 . 8 3 1 9 3 . 0 5 : [ 73 . 1 3 1 1 7 . 0 0 : [ 92 . 6 3 1 5 1 . 1 3 : [ 11 2 . 1 3 1 8 5 . 2 5 : [ 13 1 . 6 3 2 1 9 . 3 8 : [ 80 . 4 4 1 2 8 . 7 0 : [ 10 1 . 8 9 1 6 6 . 2 4 : [ 12 3 . 3 4 2 0 3 . 7 8 : [ 14 4 . 7 9 2 4 1 . 3 1 : [ 88 . 4 8 1 4 1 . 5 7 : [ 11 2 . 0 8 1 8 2 . 8 6 : [ 13 5 . 6 7 2 2 4 . 1 5 : [ 15 9 . 2 7 2 6 5 . 4 4 : [ 85 . 2 2 1 3 9 . 0 4 : [ 10 3 . 1 6 1 7 0 . 4 3 : [ 12 1 . 1 0 2 0 1 . 8 3 : [ 90 . 7 7 1 4 8 . 1 0 : [ 10 9 . 8 8 1 8 1 . 5 5 : [ 12 8 . 9 9 2 1 4 . 9 9 : [ 95 . 4 0 1 5 5 . 6 6 : [ 11 5 . 4 9 1 9 0 . 8 1 : [ 13 5 . 5 7 2 2 5 . 9 6 : [ 10 5 . 5 9 1 7 2 . 2 8 : [ 12 7 . 8 2 2 1 1 . 1 9 : [ 15 0 . 0 5 2 5 0 . 0 9 : [ 11 3 . 0 0 1 8 4 . 3 7 : [ 13 6 . 7 9 2 2 6 . 0 1 : [ 16 0 . 5 8 2 6 7 . 6 4 : [ 11 2 . 0 8 1 8 2 . 8 6 : [ 13 5 . 6 7 2 2 4 . 1 5 : [ 15 9 . 2 7 2 6 5 . 4 4 : [ 12 2 . 2 7 1 9 9 . 4 9 : [ 14 8 . 0 1 2 4 4 . 5 3 : [ 17 3 . 7 5 2 8 9 . 5 8 : [ 15 3 . 7 6 2 5 0 . 8 7 : [ 18 6 . 1 3 3 0 7 . 5 2 : [ 21 8 . 5 0 3 6 4 . 1 6 : ; 87 . 0 7 1 4 2 . 0 6 : ; 10 5 . 4 0 1 7 4 . 1 4 : ; 12 3 . 7 3 2 0 6 . 2 1 : ; 14 2 . 0 6 2 3 8 . 2 9 : [ 10 0 . 9 6 1 6 4 . 7 3 : [ 12 2 . 2 2 2 0 1 . 9 2 : [ 14 3 . 4 7 2 3 9 . 1 2 : [ 16 4 . 7 3 2 7 6 . 3 2 : [ 10 4 . 6 7 1 7 0 . 7 7 : [ 12 6 . 7 0 2 0 9 . 3 3 : [ 14 8 . 7 4 2 4 7 . 8 9 : [ 17 0 . 7 7 2 8 6 . 4 6 : ; 12 1 . 3 4 1 9 7 . 9 7 : ; 14 6 . 8 8 2 4 2 . 6 8 : ; 17 2 . 4 3 2 8 7 . 3 8 : ; 19 7 . 9 7 3 3 2 . 0 9 : [ 13 1 . 5 3 2 1 4 . 6 0 : [ 15 9 . 2 2 2 6 3 . 0 6 : [ 18 6 . 9 1 3 1 1 . 5 1 : [ 21 4 . 6 0 3 5 9 . 9 7 : ; 12 3 . 3 4 2 0 3 . 7 8 : ; 14 4 . 7 9 2 4 1 . 3 1 : ; 16 6 . 2 4 2 7 8 . 8 5 : ; 18 7 . 6 9 3 1 6 . 3 9 : ; 13 4 . 5 5 2 2 2 . 3 0 : ; 15 7 . 9 5 2 6 3 . 2 5 : ; 18 1 . 3 5 3 0 4 . 2 0 : ; 20 4 . 7 5 3 4 5 . 1 5 : [ 14 0 . 1 6 2 3 1 . 5 6 : [ 16 4 . 5 3 2 7 4 . 2 2 : [ 18 8 . 9 1 3 1 6 . 8 8 : [ 21 3 . 2 8 3 5 9 . 5 3 6L Q J O H 6 K H D U & R Q Q H F W L Q J ( O H P H Q W / L P L W 6 W D W H V 7R S & R S H % H D P : H E / L P L W 6 W D W H V 7 % & R S H % H D P : H E / L P L W 6 W D W H V 6LQJ OH 3O DWH St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 7 o f 4 0 07 / 3 0 / 2 0 1 4 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; : ; : [ : [ : [ : [ : [ : ; : ; : ; : [ : [ : [ : [ : [ : [ : ; : ; : ; : ; 8Q F R S H G & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & RS H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 8 o f 4 0 07 / 3 0 / 2 0 1 4 Ex t e n d e d S i n g l e P l a t e , G = 4 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; : ; : [ : [ : [ : [ : [ : ; : ; : ; : [ : [ : [ : [ : [ : [ : ; : ; : ; : ; 8Q F R S H G & R S H G 7 R S & R S H G 7 R S & R SH G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 9 o f 4 0 07 / 3 0 / 2 0 1 4 Ex t e n d e d S i n g l e P l a t e , G = 4 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; : ; : [ : [ : [ : [ : [ : ; : ; : ; : [ : [ : [ : [ : [ : [ : ; : ; : ; : ; 8Q F R S H G & R S H G 7 R S & R S HG 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 1 0 o f 4 0 07 / 3 0 / 2 0 1 4 Ex t e n d e d S i n g l e P l a t e , G = 4 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; : ; : [ : [ : [ : [ : [ : ; : ; : ; : [ : [ : [ : [ : [ : [ : ; : ; : ; : ; 8Q F R S H G & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 1 1 o f 4 0 07 / 3 0 / 2 0 1 4 Ex t e n d e d S i n g l e P l a t e , G = 6 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; : ; : [ : [ : [ : [ : [ : ; : ; : ; : [ : [ : [ : [ : [ : [ : ; : ; : ; : ; 8Q F R S H G & R S H G 7 R S & R S HG 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 R S & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % & R S H G 7 % St r a t a V a i l - S t a n d a r d C o n n e c t i o n s 2 0 1 4 - 0 7 - 2 4 . p d f Pa ge 1 2 o f 4 0 07 / 3 0 / 2 0 1 4 Ex t e n d e d S i n g l e P l a t e , G = 6 38 %H D P 6 L ] H R I % R O W V : [ : [ : [ : [ : [ : [ : [ : [ : [ : ; 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Structural Steel - Special Connection Design - Group #1 Description of Item Submitted (Type, size, model number, etc.) b. A - Immediate Response B - Respond within 10 days C - Respond within 15 days Submittal No: Previous Submittal No: Date:Resubmittal CONTRACT REF. DOCUMENT Spec Paragraph Number e. Drawing Sheet Number f. 05120 - Structural Steel PCL Construction Services Inc. Contractor Project No: 5001410 05120-09 To: ACTION TAKEN A - Approved B - Approved as Noted C - Revise and Resubmit D - Not Approved I certify that the above submitted items have been reviewed in detail, are correct, and in general conformance with the Contract Drawings and Specifications except as otherwise noted. 5 6 Submittal Type c. Action Item a. 1 2 3 4 7 8 9 10 REVIEWED FURNISH AS CORRECTED REJECTED REVISE AND RESUBMIT SUBMIT SPECIFIED ITEMCHECKING IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGNCONCEPT OF THE PEOJECT AND GENERAL COMPLIANCE WITH THEINFORMATION GIVEN IN THE CONTRACT DOCUMENTS. ANY ACTIONSHOWN IS SUBJECT TO THE REQUIREMENTS OF THE PLANS ANDSPECIFICATIONS. CONTACTOR IS RESPONSIBLEFOR DIMENSIONSWHICH SHALL BE CONFIRMED AND CORRELATED AT THE JOB SITE:FABRICATION PROCESSESAND TECHNIQUES OF CONSTRUCTION;COORDINATION OF HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS WORK. Monroe & Newell Engineers, Inc. DATE 10/14/2014 BY: PCL CONSTRUCTION SERVICES, INC. 953 S. FRONTAGE RD WEST, SUITE 302, VAIL, COLORADO 81652 TELEPHONE: (970) 470-6044 PCL Initial Submittal Review Notes Strata - Vail PCL Project No. 5001410 Subcontractor: Zimmerman Submittal #: 05120-09 Date: 10/8/2014 Revisions: Revision Dates: Specification Section: 05120 – Structural Steel Item Description: Special Connection Design – Group #1 Action: For Approval Variance Request (Y/N): If so, why?: Notes: Reviewed By: Chuck Kay/Nick Strunc TO: PCL Construction DATE: 10/06/2012 SUBJECT: Submittal #9 ATTN: Chuck Kay ZMI JOB NO.241 – Strata We are forwarding: Enclosed herewith Under separate cover For: Approval Erection File & Distribution Information Request Your Review Field Measurement Resubmit Price & Delivery Return of Approval Revised Other: (void previous releases) Via: Quick Silver 1st Class Mail U.P.S. Fed Ex Email Other: Drawing Number: Special Connections Calculations Hi Brian, A calculations packet for these special connections was just sent to you. I did not CC everyone to save inbox space (It was a 12MB file). Included in this packet is all supplemental calcs to date, excluding any that were partially complete (i.e. SQC‐004, QC‐014, QC‐020). Some of these may not have occurred in Lot #3. Also, some of the special connections in Lot #3 did not require calculations (i.e. QC’s 3, 4, 8, 9, 19 and 22). I am tracking these in our Q‐log so that we know when each special connection calculation was submitted and which ones do not require a calculation. If the design team has any questions during their review, I’m OK if they contact me so long as everything is documented later via email. I’m also OK if they go through you first. I just want to do anything I can to ease the approval process for everyone without stepping on any toes. A few items I would like to highlight for the reviewer:  Page 2 ‐ design criteria  Page 191 – designer please approve assumed load at SQC‐006 moment connection  Page 195 – designer please approve assumed behavior regarding rotational ductility for SQC‐ 006 connection to dropped framing beam  Page 204 – designer plate approve 11k connection capacity at SQC‐011 Thanks, Eric Eric Sobel, PE, SE, LEED AP Sr. Project Engineer PE (CO, NC), SE (IL), CE (CA) Martin/Martin, Inc. 12499 W. Colfax Ave., Lakewood, CO 80215 P) 303‐431‐6100 Ext. 473 D) 720‐544‐2773 www.martinmartin.com Assumed loading acceptable Assumed rotational capacity acceptable11 kip capacity acceptable. 12499 West Colfax · P.O. Box 151500 · Lakewood, Colorado 80215 · 303-431-6100 STRATA VAIL SPECIAL CONNECTION DESIGN – GROUP #1 Vail, CO STRUCTURAL CALCULATIONS MARTIN/MARTIN Project No. 14.0430.S.01 Table of Contents Design Criteria & Narratives Pages 1-2 QC-002 Pages 3-97 QC-013 Page 98-101 QC-017 Pages 103-115 QC-018 Pages 116-124 SQC-003 Pages 125-134 SQC-005 Pages 135-183 SQC-006 Pages 184-203 SQC-011 Pages 204-213 03 OCTOBER 2014 ForApproval Not For Construction OCT 06 2014 Re: Strata Vail Structural connection calculations Martin/Martin Project No: 14.0430.S.01 03 October 2014 Dear Brian: Enclosed are structural calculations prepared by our office for special steel connections used on the Strata Vail project. Calculations consist of the following items: 1. Narratives and design criteria 2. A combination of hand and RISA Connection calculations. Notes: 1. Typically, demand capacity ratios are kept below 100%. For cases where a significant change in connection would be required to get the demand capacity ratio below 100%, we are have accepted 105%. 2. We believe that RISA Connection’s approach to knife plate buckling is conservative. Their approach follows a strict interpretation of the code and requires the use of the elastic section modulus (Snet) in determining the flexural buckling capacity. We believe that if the plate isn’t susceptible to buckling (l < 0.7), then use of the plastic section modulus (Znet) is appropriate and in line with typical flexural limit states. Consequently, we have allowed this limit state to go up to a 150% demand capacity ratio when using RISA Connection. These are noted as such in the enclosed calculations. If you have any questions, please call. Sincerely, Shane Ewing, P.E. Principal Page 1 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf 12499 West Colfax · P.O. Box 151500 · Lakewood, Colorado 80215 · 303-431-6100 Design Criteria Codes: 2012 International Building Code with TOV Amendments AISC 360-10 Loading: Beam Reactions As indicated in AutoCAD files provided by EOR Transfer beam designs assumed part of EOR scope SQC-006 (balcony re-framing). 250psf total load assumed (service) Moment Connections As indicated on contract documents Braced Frame As indicated on contract documents HSS Wind Girt Frames Material Assumptions: Plates, angles and channels: A36 Sheet Steel: Gr 36 or better Pipe: A53 Gr. B Welds: E70xx High Strength Bolts: A325 Rods: ASTM F1552 Gr. 55 weldable Design Assumptions: Column panel zone shear By EOR Connections at column transfers By EOR Beam over column connections By EOR Page 2 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Pa g e 3 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f RE F : S 2 . 0 2 - B QC - 0 0 2 - A #1 - W 3 0 x 1 7 3 - 2 4 1 k i p s #2 - W 2 7 x 3 0 7 - 1 6 3 k i p s #5 - W 3 0 x 1 7 3 - 1 5 5 k i p s #8 - W 1 2 x 1 4 - 1 8 k i p s #7 - W 8 x 1 0 - 7 k i p s #6 - W 8 x 1 0 - 7 k i p s #4 - W 2 7 x 1 2 9 - 1 9 2 k i p s #3 - W 2 7 x 3 6 8 - 2 2 0 k i p s #9 - W 1 2 x 1 5 2 - 6 9 k i p s P= 8 k a t c o n n e c t i o n ( 1 8 k oc c u r s o v e r c o l u m n ) . OK p e r 1 2 / S C - 1 2 St a n d a r d d o u b l e a n g l e co n n e c t i o n w i t h 5 / 8 " t o p an d b o t t o m c o p e d e p t h Se e r e v i s e d sk e t c h St a n d a r d d o u b l e a n g l e co n n e c t i o n . T o p c o p e d e p t h = 2 " . B o t t o m c o p e d e p t h = 5 . 5 " . Se e s k e t c h St a n d a r d d o u b l e a n g l e co n n e c t i o n . I n s t a l l m a x i m u m nu m b e r o f b o l t s w i t h m i n i m a l co p e d e p t h s . St a n d a r d d o u b l e a n g l e co n n e c t i o n . I n s t a l l m a x i m u m nu m b e r o f b o l t s w i t h m i n i m a l co p e d e p t h s . U s e 3 / 4 " A3 9 0 X b o l t s . Page 4 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf REF: S2.02-B QC-002-B #12-W36x232 - 230kips #10-W12x72 - 25kips #11-W12X72 - 25kips Standard double angle connection with 1.375" top and bottom cope depth See sketch See revised sketch Page 5 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf REF: S2.02-B QC-002-C #15-W12x65 - 6kips #13-W12x53 - 25kips #14-W12x79 - 28kips #16-W12x136 - 61kips Standard double angle connection OK. Use 1.375" top cope depth and 1.5" bottom cope depth. Vertical spacing = 2.75" OK per 12/SC-12 OK per 12/SC-12 See sketch Page 6 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf #17-W12x152 - 173kips QC-002-D REF: A2.06-B Suggest running W12x190 over HSS column. Extend 12" beyond Grid B4. Reaction on W12x152 is only 28k. Please confirm acceptability prior to us creating a detail (if required). (2 ) L 8 x 4 x 1 / 2 (1 2 ) 7 / 8 " B O L T S T O GI R D E R QC - 0 0 2 - # 1 1 7/8" 1 3/4"3" 3 1/4" 5/ 1 6 ES O F B M WE B Pa g e 7 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f SI N G L E P L 5/ 8 x 6 1 / 2 x 0 ' - 9 3 / 4 2 1/4" 1/ 2 " 1 1 / 2 " 2 1 / 2 " 2 1 / 2 " 1 1 / 2 " 1 7/8" 3"3" 1 7/8" 7/ 1 6 7/ 1 6 8 1 / 2 " ST R I P N S B O T F L G (9 ) 3 / 4 " Ø A4 9 0 X B O L T S 1/ 4 1/ 4 1/ 2 " QC - 0 0 2 - # 9 Pa g e 8 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f (2 ) L 8 x 8 x 1 / 2 2 1/4" 1 1 / 2 " 2 3 / 4 " 3" 1 1/2" 6" 1 1/2" 8" ST R I P N S & F S B O T FL G A S R E Q D (4 ) 7 / 8 " Ø A 3 2 5 BO L T S T O B E A M , (6 ) 7 / 8 " B O L T S T O GI R D E R QC - 0 0 2 - # 1 0 Pa g e 9 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f SI N G L E P L 7/ 8 x 1 2 x 2 ' - 3 1 / 2 2 1/2" 6" 1 1 / 2 " 2 1 / 2 " 1 1 / 2 " 1 3/4"3"3"3"3"3"3"3"3" 1 3/4" 9/ 1 6 9/ 1 6 (1 8 ) 7 / 8 " Ø A3 2 5 B O L T S QC - 0 0 2 - # 1 2 Pa g e 1 0 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f SI N G L E P L 1/ 2 x 6 1 / 2 x 0 ' - 9 3 / 4 2 1/4" 1/ 2 " 1 1 / 2 " 3" 1 1 / 2 " 1 7/8" 3"3" 1 7/8" 5/ 1 6 5/ 1 6 7" ST R I P N S B O T F L G (6 ) 7 / 8 " Ø A3 2 5 B O L T S QC - 0 0 2 - # 1 6 Pa g e 1 1 o f 2 1 3 10 / 0 3 / 2 0 1 4 St r a t a V a i l S p e c i a l C o n n P a c k a g e 1 2 0 1 4 - 1 0 - 0 3 . p d f Page 12 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Page 13 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Page 14 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Page 15 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf RISAConnection version 4.0.2 10/02/2014 Global Parameters -Description: Project Title Strata Vail Company Martin/Martin Designer ERS Job Number 14.0430 Notes Global Parameters -Solution: Design Method AISC 14th (360-10): ASD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation?Yes Check Weld Filler Material Matching?Yes Check Rotational Ductility?Yes Project Explorer Summary: QC-002 #01 weld FAIL(UC-1.1) QC-002 #02 FAIL(UC-1.0) QC-002 #03 FAIL(UC-1.0) QC-002 #04 FAIL(UC-1.0) QC-002 #05 PASS(UC-0.9) QC-002 #06 PASS(UC-0.5) QC-002 #09 FAIL(UC-1.4) QC-002 #10 PASS(UC-1.0) QC-002 #11 PASS(UC-0.8) QC-002 #12 FAIL(UC-1.0) QC-002 #14 PASS(UC-1.0) QC-002 #16 FAIL(UC-1.2) QC-002 #01 weld: 3D View Girder/Beam Clip Angle Shear Connection Page 16 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf See calculations for specific comments. These are generally within 5% or a limit state that doesn't really control. QC-002 #01 weld: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 17 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #01 weld: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W24X131 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W30X173 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L8X4X10 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 241.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Girder PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.60 in Thickness of governing element (Girder) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Beam Weld Limitations PASS Page 18 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Weld Max/Min Size, Length (J2.2b) Check Weld Max Size Pass D0.31 in Weld size Dmax 0.56 in Max Size Allowed t0.63 in Min shelf dimension Check Weld Min Size Pass D0.31 in Weld size Dmin 0.25 in Min size allowed tmin 0.63 in Controlling member thickness Check Weld Min Length Pass Condition: Lmin >= 4*D D0.31 in Weld size Lmin 3.50 in Min weld segment length Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.63 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 18.50 in Connector length (vertical) d30.44 in Beam depth kdes 1.85 in Beam fillet Lmin 13.37 in Min connector length Beam Shear Yield 241.00 kips277.33 kips 0.87 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 13.87 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/277.33 kips Shear yield strength Clip Angle Shear Yield 241.00 kips333.00 kips 0.72 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 11.56 in2 Gross area subject to shear Rn/333.00 kips Shear yield strength Beam Shear Rupture 241.00 kips270.39 kips 0.89 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 13.87 in2 Net area subject to shear Rn/270.39 kips Shear rupture strength Clip Angle Shear Rupture at Beam 241.00 kips402.37 kips 0.60 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 11.56 in2 Net area subject to shear Rn/402.37 kips Shear rupture strength Clip Angle Shear Rupture at Girder 241.00 kips271.88 kips 0.89 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 7.81 in2 Net area subject to shear Rn/271.88 kips Shear rupture strength Clip Angle Block Shear at Girder 241.00 kips280.50 kips 0.86 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 10.47 in2 Gross area subject to shear Anv 7.03 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 1.88 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Page 19 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Fy 36.00 ksi Minimum yield stress of material Rn/280.50 kips Block shear strength Coped Beam Flexural Rupture 241.00 kips240.01 kips 1.00 FAIL Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 48.93 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection In 517.87 in4 Moment of inertia with respect to the neutral axis Ymax 10.59 in Maximum distance from the neutral plane = ho- yc ho 21.17 in Overal depth of coped section yc 2.79 in Position of the neutral plane Rn/240.01 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 241.00 kips221.11 kips 1.09 FAIL Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 568.94 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 48.93 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 0.66 in Beam web thickness ho 21.17 in Reduced beam depth c 6.13 in Cope length fd 3.04 Adjustment factor Rn/221.11 kips Coped beam local web buckling Bolt Bearing on Girder 241.00 kips389.66 kips 0.62 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 6 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 82.58 kips Bearing = 2.4*d*t*Fu Rn-spacing-tearout 97.33 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/389.66 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 241.00 kips389.66 kips 0.62 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 6 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.28 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 76.13 kips Bearing = 2.4*d*t*Fu Page 20 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Welded/bolted double angles will restrain buckling. Use Znet. OK by inspection. OK Rn-edge-tearout 55.73 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 89.72 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/389.66 kips Bolt bearing strength Bolt Shear at Girder 241.00 kips389.66 kips 0.62 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 12 Number of bolts C 1.00 Eccentricity coefficient Rn/389.66 kips Bolt shear rupture strength Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.63 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 24 Number of bolts Tbolt 12.25 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'2.44 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 12.25 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 1.07 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 4.50 in Distance from bolt centerline to the outer edge of the leg b 2.88 in Distance from bolt centerline to the face of the stem a'4.03 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) 0.60 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.59 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 2.81 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 4.88 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 17.13 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder 17.13 kips18.44 kips 0.93 PASS Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 20.36 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) > 0.3, the Bolt Tensile Check is required Page 21 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Interaction Limit:frv/(Fnv/) <= 0.3 frv 16.70 ksi Required shear stress: frv = (V / nb) / Ab Fnv 54.00 ksi Nominal shear stress, per Table J3.2 Because frv/(Fnv/) > 0.3, this check shall use the modified F'nt stress F'nt 61.34 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 241.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 24 Number of bolts Tbolt 12.25 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 848.23 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 3.52 in Horizontal eccentricity ey 2.72 in Vertical eccentricity b 8.00 in Connector width d 18.50 in Connector depth At 16.25 in2 Maximum tributary area per bolt k_eff 0.81 Coefficient correction factor Tu 17.13 kips Required tensile strength including prying (see 'Bolt Prying' check) Rn/18.44 kips Bolt tensile strength Beam Weld Strength 241.00 kips241.24 kips 1.00 PASS Rn = 2 * C1 * * C * D16 * L = 2.00 Single Fillet C1 1.00 Electrode strength coefficient (AISC 14th table 8-3) 1.00 Base material proration factor (re-arrangement of AISC 14th Eqn 9-2) C 2.61 Eccentricity modification factor (AISC 14th Eqn 8-13) D16 5.00 Weld fillet size in sixteenths of an inch L 18.50 in Weld length per side Rn/241.24 kips Weld strength QC-002 #02: 3D View Girder/Beam Clip Angle Shear Connection Page 22 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #02: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 23 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #02: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W24X131 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W27X307 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L4X3.5X6 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 163.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.75 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.38 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Page 24 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.38 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.38 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 19.00 in Connector length (vertical) d29.61 in Beam depth kdes 2.88 in Beam fillet Lmin 11.93 in Min connector length Beam Shear Yield 163.00 kips445.21 kips 0.37 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 22.26 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/445.21 kips Shear yield strength Clip Angle Shear Yield 163.00 kips205.20 kips 0.79 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 7.13 in2 Gross area subject to shear Rn/205.20 kips Shear yield strength Beam Shear Rupture 163.00 kips315.32 kips 0.52 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 16.17 in2 Net area subject to shear Rn/315.32 kips Shear rupture strength Clip Angle Shear Rupture at Beam 163.00 kips179.44 kips 0.91 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 5.16 in2 Net area subject to shear Rn/179.44 kips Shear rupture strength Clip Angle Shear Rupture at Girder 163.00 kips169.65 kips 0.96 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 4.88 in2 Net area subject to shear Rn/169.65 kips Shear rupture strength Clip Angle Block Shear at Girder 163.00 kips159.45 kips 1.02 FAIL Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 6.38 in2 Gross area subject to shear Anv 4.31 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.38 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/159.45 kips Block shear strength Beam Block Shear 163.00 kips315.74 kips 0.52 PASS Page 25 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf OK Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 19.72 in2 Gross area subject to shear Anv 14.14 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 1.23 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/315.74 kips Block shear strength Clip Angle Block Shear at Beam 163.00 kips160.81 kips 1.01 FAIL Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 6.38 in2 Gross area subject to shear Anv 4.57 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.40 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/160.81 kips Block shear strength Coped Beam Flexural Rupture 163.00 kips349.26 kips 0.47 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 71.20 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection In 683.13 in4 Moment of inertia with respect to the neutral axis Ymax 9.59 in Maximum distance from the neutral plane = ho- yc ho 19.19 in Overal depth of coped section yc 2.21 in Position of the neutral plane Rn/349.26 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 163.00 kips321.75 kips 0.51 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 1771.92 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 71.20 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 1.16 in Beam web thickness ho 19.19 in Reduced beam depth c 6.13 in Cope length fd 2.74 Adjustment factor Rn/321.75 kips Coped beam local web buckling Bolt Bearing on Girder 163.00 kips194.83 kips 0.84 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 6 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 82.58 kips Bearing = 2.4*d*t*Fu Page 26 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf OK Rn-spacing-tearout 97.33 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/194.83 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 163.00 kips194.83 kips 0.84 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 6 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.53 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 45.68 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 39.97 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 53.83 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/194.83 kips Bolt bearing strength Bolt Bearing on Beam 163.00 kips222.66 kips 0.73 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 6 Number of bolts per row d 0.75 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-edge 1.59 in Vertical distance from edge of hole to edge of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-edge 74.22 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 74.22 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 135.72 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 144.20 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 197.92 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 74.22 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/222.66 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 163.00 kips222.66 kips 0.73 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 6 Number of bolts per row d 0.75 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.59 in Vertical distance from edge of hole to edge of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-edge 37.11 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 37.11 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 39.15 kips Bearing = 2.4*d*t*Fu Page 27 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-edge-tearout 41.60 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 57.09 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 37.11 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/222.66 kips Bolt bearing strength Bolt Shear at Girder 163.00 kips194.83 kips 0.84 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 6 Number of bolts C 1.00 Eccentricity coefficient Rn/194.83 kips Bolt shear rupture strength Bolt Shear at Beam 163.00 kips202.08 kips 0.81 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 84.00 ksi Shear stress X type Ab 0.44 in2 Area of bolt Nbolt 6 Number of bolts C 0.91 Eccentricity coefficient Rn/202.08 kips Bolt shear rupture strength Bolt Group Eccentricity 0.910.910.910.91 IC method (AISC 14th p.7-6) C 0.91 Coefficient (5.4455 / 6) Nrows 1 Number of rows of bolts Ncols 6 Number of bolts per row Dx 0.00 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 2.00 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -12.51 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.38 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 12 Number of bolts Tbolt 7.49 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'1.69 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 7.49 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 0.70 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 1.50 in Distance from bolt centerline to the outer edge of the leg b 2.13 in Distance from bolt centerline to the face of the stem a'1.94 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) Page 28 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf 0.87 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.32 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 3.56 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 4.63 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 12.12 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder N/A Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 12.45 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) <= 0.3, the Bolt Tensile Check is not required F'nt 41.70 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 163.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 12 Number of bolts Tbolt 7.49 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 326.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 2.00 in Horizontal eccentricity ey -0.26 in Vertical eccentricity b 4.00 in Connector width d 19.00 in Connector depth At 14.00 in2 Maximum tributary area per bolt k_eff 0.79 Coefficient correction factor QC-002 #03: 3D View Girder/Beam Clip Angle Shear Connection Page 29 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #03: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 30 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #03: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W27X84 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W27X368 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L4X3.5X8 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 220.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.50 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Page 31 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.46 in Thickness of governing element (Girder) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.50 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 22.00 in Connector length (vertical) d30.39 in Beam depth kdes 3.27 in Beam fillet Lmin 11.93 in Min connector length Beam Shear Yield 220.00 kips610.51 kips 0.36 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 30.53 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/610.51 kips Shear yield strength Clip Angle Shear Yield 220.00 kips316.80 kips 0.69 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 11.00 in2 Gross area subject to shear Rn/316.80 kips Shear yield strength Beam Shear Rupture 220.00 kips406.88 kips 0.54 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 20.87 in2 Net area subject to shear Rn/406.88 kips Shear rupture strength Clip Angle Shear Rupture at Beam 220.00 kips261.00 kips 0.84 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 7.50 in2 Net area subject to shear Rn/261.00 kips Shear rupture strength Clip Angle Shear Rupture at Girder 220.00 kips261.00 kips 0.84 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 7.50 in2 Net area subject to shear Rn/261.00 kips Shear rupture strength Clip Angle Block Shear at Girder 220.00 kips245.00 kips 0.90 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 10.00 in2 Gross area subject to shear Anv 6.75 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.50 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/245.00 kips Block shear strength Beam Block Shear 220.00 kips408.13 kips 0.54 PASS Page 32 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 27.60 in2 Gross area subject to shear Anv 18.63 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 1.38 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/408.13 kips Block shear strength Clip Angle Block Shear at Beam 220.00 kips245.00 kips 0.90 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 10.00 in2 Gross area subject to shear Anv 6.75 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.50 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/245.00 kips Block shear strength Coped Beam Flexural Rupture 220.00 kips552.07 kips 0.40 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 112.54 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection In 1244.67 in4 Moment of inertia with respect to the neutral axis Ymax 11.06 in Maximum distance from the neutral plane = ho- yc ho 22.12 in Overal depth of coped section yc 0.86 in Position of the neutral plane Rn/552.07 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 220.00 kips508.59 kips 0.43 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 2138.17 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 112.54 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 1.38 in Beam web thickness ho 22.12 in Reduced beam depth c 6.13 in Cope length fd 2.69 Adjustment factor Rn/508.59 kips Coped beam local web buckling Bolt Bearing on Girder 220.00 kips227.30 kips 0.97 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 62.79 kips Bearing = 2.4*d*t*Fu Page 33 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-spacing-tearout 74.00 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 220.00 kips227.30 kips 0.97 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.53 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 60.90 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 53.29 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 71.78 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Beam 220.00 kips227.30 kips 0.97 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-edge 1.53 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 64.94 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 64.94 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 188.37 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 164.82 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 222.01 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 64.94 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 220.00 kips227.30 kips 0.97 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.53 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 60.90 kips Bearing = 2.4*d*t*Fu Page 34 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-edge-tearout 53.29 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 71.78 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Shear at Girder 220.00 kips227.30 kips 0.97 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 7 Number of bolts C 1.00 Eccentricity coefficient Rn/227.30 kips Bolt shear rupture strength Bolt Shear at Beam 220.00 kips210.48 kips 1.05 FAIL Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 7 Number of bolts C 0.93 Eccentricity coefficient Rn/210.48 kips Bolt shear rupture strength Bolt Group Eccentricity 0.930.930.930.93 IC method (AISC 14th p.7-6) C 0.93 Coefficient (6.4820 / 7) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row Dx 0.00 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 2.00 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -17.35 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.50 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 14 Number of bolts Tbolt 7.81 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'1.56 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 7.81 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 0.68 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 1.50 in Distance from bolt centerline to the outer edge of the leg b 2.00 in Distance from bolt centerline to the face of the stem a'1.94 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) Page 35 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Right at 105% acceptable limit. OK. 0.81 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.27 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 1.27 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 2.94 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 10.75 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder N/A Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 12.99 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) <= 0.3, the Bolt Tensile Check is not required F'nt 29.89 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 220.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 14 Number of bolts Tbolt 7.81 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 440.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 2.00 in Horizontal eccentricity ey -0.92 in Vertical eccentricity b 4.00 in Connector width d 22.00 in Connector depth At 14.00 in2 Maximum tributary area per bolt k_eff 0.82 Coefficient correction factor QC-002 #04: 3D View Girder/Beam Clip Angle Shear Connection Page 36 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #04: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 37 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #04: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W24X207 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W27X129 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L4X3.5X8 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 192.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.75 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.50 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Page 38 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.50 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.50 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 21.00 in Connector length (vertical) d27.63 in Beam depth kdes 1.70 in Beam fillet Lmin 12.12 in Min connector length Beam Shear Yield 192.00 kips263.15 kips 0.73 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 13.16 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/263.15 kips Shear yield strength Clip Angle Shear Yield 192.00 kips302.40 kips 0.63 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 10.50 in2 Gross area subject to shear Rn/302.40 kips Shear yield strength Beam Shear Rupture 192.00 kips183.72 kips 1.05 FAIL Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 9.42 in2 Net area subject to shear Rn/183.72 kips Shear rupture strength Clip Angle Shear Rupture at Beam 192.00 kips258.82 kips 0.74 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 7.44 in2 Net area subject to shear Rn/258.82 kips Shear rupture strength Clip Angle Shear Rupture at Girder 192.00 kips243.60 kips 0.79 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 7.00 in2 Net area subject to shear Rn/243.60 kips Shear rupture strength Clip Angle Block Shear at Girder 192.00 kips239.60 kips 0.80 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 9.75 in2 Gross area subject to shear Anv 6.50 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.50 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/239.60 kips Block shear strength Beam Block Shear 192.00 kips190.48 kips 1.01 FAIL Page 39 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Right at 105% acceptable limit. OK OK Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 12.16 in2 Gross area subject to shear Anv 8.69 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.65 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/190.48 kips Block shear strength Clip Angle Block Shear at Beam 192.00 kips241.41 kips 0.80 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 9.75 in2 Gross area subject to shear Anv 6.91 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.53 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/241.41 kips Block shear strength Coped Beam Flexural Rupture 192.00 kips232.05 kips 0.83 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 47.30 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection In 510.15 in4 Moment of inertia with respect to the neutral axis Ymax 10.79 in Maximum distance from the neutral plane = ho- yc ho 21.57 in Overal depth of coped section yc 0.96 in Position of the neutral plane Rn/232.05 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 192.00 kips213.77 kips 0.90 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 467.42 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 47.30 in3 Snet=In/Ymax elastic section modulus of the cross section e 6.63 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 0.61 in Beam web thickness ho 21.57 in Reduced beam depth c 6.13 in Cope length fd 2.94 Adjustment factor Rn/213.77 kips Coped beam local web buckling Bolt Bearing on Girder 192.00 kips227.30 kips 0.84 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 118.76 kips Bearing = 2.4*d*t*Fu Page 40 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-spacing-tearout 139.96 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 192.00 kips227.30 kips 0.84 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.03 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 60.90 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 35.89 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 71.78 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Beam 192.00 kips249.79 kips 0.77 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.75 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-edge 1.52 in Vertical distance from edge of hole to edge of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-edge 71.37 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 71.37 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 71.37 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 72.50 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 104.08 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 74.22 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/249.79 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 192.00 kips259.77 kips 0.74 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.75 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.09 in Vertical distance from edge of hole to edge of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-edge 37.11 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 37.11 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 52.20 kips Bearing = 2.4*d*t*Fu Page 41 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-edge-tearout 38.06 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 76.13 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 37.11 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/259.77 kips Bolt bearing strength Bolt Shear at Girder 192.00 kips227.30 kips 0.84 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 7 Number of bolts C 1.00 Eccentricity coefficient Rn/227.30 kips Bolt shear rupture strength Bolt Shear at Beam 192.00 kips240.55 kips 0.80 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 84.00 ksi Shear stress X type Ab 0.44 in2 Area of bolt Nbolt 7 Number of bolts C 0.93 Eccentricity coefficient Rn/240.55 kips Bolt shear rupture strength Bolt Group Eccentricity 0.930.930.930.93 IC method (AISC 14th p.7-6) C 0.93 Coefficient (6.4820 / 7) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row Dx 0.00 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 2.00 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -17.35 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.50 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 14 Number of bolts Tbolt 6.72 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'1.56 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 6.72 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 0.63 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 1.50 in Distance from bolt centerline to the outer edge of the leg b 2.00 in Distance from bolt centerline to the face of the stem a'1.94 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) Page 42 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf 0.81 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.27 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 0.89 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 2.06 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 8.77 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder N/A Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 11.17 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) <= 0.3, the Bolt Tensile Check is not required F'nt 40.98 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 192.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 14 Number of bolts Tbolt 6.72 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 384.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 2.00 in Horizontal eccentricity ey -0.14 in Vertical eccentricity b 4.00 in Connector width d 21.00 in Connector depth At 12.00 in2 Maximum tributary area per bolt k_eff 0.86 Coefficient correction factor QC-002 #05: 3D View Girder/Beam Clip Angle Shear Connection Page 43 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #05: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 44 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #05: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W27X84 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W30X173 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L4X3.5X6 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 155.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.38 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Page 45 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.38 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.38 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 20.50 in Connector length (vertical) d30.44 in Beam depth kdes 1.85 in Beam fillet Lmin 13.37 in Min connector length Beam Shear Yield 155.00 kips300.51 kips 0.52 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 15.03 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/300.51 kips Shear yield strength Clip Angle Shear Yield 155.00 kips221.40 kips 0.70 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 7.69 in2 Gross area subject to shear Rn/221.40 kips Shear yield strength Beam Shear Rupture 155.00 kips203.59 kips 0.76 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 10.44 in2 Net area subject to shear Rn/203.59 kips Shear rupture strength Clip Angle Shear Rupture at Beam 155.00 kips176.17 kips 0.88 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 5.06 in2 Net area subject to shear Rn/176.17 kips Shear rupture strength Clip Angle Shear Rupture at Girder 155.00 kips176.17 kips 0.88 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 5.06 in2 Net area subject to shear Rn/176.17 kips Shear rupture strength Clip Angle Block Shear at Girder 155.00 kips177.67 kips 0.87 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 7.22 in2 Gross area subject to shear Anv 4.78 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.38 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/177.67 kips Block shear strength Beam Block Shear 155.00 kips184.14 kips 0.84 PASS Page 46 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 12.61 in2 Gross area subject to shear Anv 8.35 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.65 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/184.14 kips Block shear strength Clip Angle Block Shear at Beam 155.00 kips177.67 kips 0.87 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 7.22 in2 Gross area subject to shear Anv 4.78 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.38 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/177.67 kips Block shear strength Coped Beam Flexural Rupture 155.00 kips355.63 kips 0.44 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 57.45 in3 Snet=In/Ymax elastic section modulus of the cross section e 5.25 in Distance from the face of the cope to the point of inflection In 658.93 in4 Moment of inertia with respect to the neutral axis Ymax 11.47 in Maximum distance from the neutral plane = ho- yc ho 22.94 in Overal depth of coped section yc 1.75 in Position of the neutral plane Rn/355.63 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 155.00 kips327.62 kips 0.47 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 668.81 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 57.45 in3 Snet=In/Ymax elastic section modulus of the cross section e 5.25 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 0.66 in Beam web thickness ho 22.94 in Reduced beam depth c 4.75 in Cope length fd 3.01 Adjustment factor Rn/327.62 kips Coped beam local web buckling Bolt Bearing on Girder 155.00 kips227.30 kips 0.68 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 62.79 kips Bearing = 2.4*d*t*Fu Page 47 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-spacing-tearout 74.00 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/227.30 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 155.00 kips215.22 kips 0.72 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 20.39 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 45.68 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 20.39 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 53.83 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/215.22 kips Bolt bearing strength Bolt Bearing on Beam 155.00 kips214.78 kips 0.72 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 39.91 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 64.94 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 89.41 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 39.91 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 105.37 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 64.94 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/214.78 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 155.00 kips215.22 kips 0.72 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 20.39 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 45.68 kips Bearing = 2.4*d*t*Fu Page 48 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-edge-tearout 20.39 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 53.83 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/215.22 kips Bolt bearing strength Bolt Shear at Girder 155.00 kips227.30 kips 0.68 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 7 Number of bolts C 1.00 Eccentricity coefficient Rn/227.30 kips Bolt shear rupture strength Bolt Shear at Beam 155.00 kips210.48 kips 0.74 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 7 Number of bolts C 0.93 Eccentricity coefficient Rn/210.48 kips Bolt shear rupture strength Bolt Group Eccentricity 0.930.930.930.93 IC method (AISC 14th p.7-6) C 0.93 Coefficient (6.4820 / 7) Nrows 1 Number of rows of bolts Ncols 7 Number of bolts per row Dx 0.00 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 2.00 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -17.35 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.38 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 14 Number of bolts Tbolt 5.34 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'1.69 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 5.34 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 0.59 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 1.50 in Distance from bolt centerline to the outer edge of the leg b 2.13 in Distance from bolt centerline to the face of the stem a'1.94 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) Page 49 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf 0.87 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.32 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 2.13 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 2.76 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 8.11 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder N/A Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 8.89 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) <= 0.3, the Bolt Tensile Check is not required F'nt 55.63 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 155.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 14 Number of bolts Tbolt 5.34 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 310.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 2.00 in Horizontal eccentricity ey 1.11 in Vertical eccentricity b 4.00 in Connector width d 20.50 in Connector depth At 11.00 in2 Maximum tributary area per bolt k_eff 0.88 Coefficient correction factor QC-002 #06: 3D View Girder/Beam Clip Angle Shear Connection Page 50 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #06: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 51 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #06: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Girder W8X10 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W8X10 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L4X3.5X6 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 7.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.17 in Thickness of governing element (Beam) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Page 52 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.17 in Thickness of governing element (Girder) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.38 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 5.50 in Connector length (vertical) d7.89 in Beam depth kdes 0.51 in Beam fillet Lmin 3.44 in Min connector length Beam Shear Yield 7.00 kips22.58 kips 0.31 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 1.13 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/22.58 kips Shear yield strength Clip Angle Shear Yield 7.00 kips59.40 kips 0.12 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 2.06 in2 Gross area subject to shear Rn/59.40 kips Shear yield strength Beam Shear Rupture 7.00 kips15.38 kips 0.46 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 0.79 in2 Net area subject to shear Rn/15.38 kips Shear rupture strength Clip Angle Shear Rupture at Beam 7.00 kips45.67 kips 0.15 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 1.31 in2 Net area subject to shear Rn/45.67 kips Shear rupture strength Clip Angle Shear Rupture at Girder 7.00 kips45.67 kips 0.15 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 1.31 in2 Net area subject to shear Rn/45.67 kips Shear rupture strength Clip Angle Block Shear at Girder 7.00 kips56.17 kips 0.12 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 1.59 in2 Gross area subject to shear Anv 1.03 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.38 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/56.17 kips Block shear strength Beam Block Shear 7.00 kips14.64 kips 0.48 PASS Page 53 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 0.72 in2 Gross area subject to shear Anv 0.47 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.17 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/14.64 kips Block shear strength Clip Angle Block Shear at Beam 7.00 kips56.17 kips 0.12 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 1.59 in2 Gross area subject to shear Anv 1.03 in2 Net area subject to shear Ubs 1.00 Uniform tension stress factor Ant 0.38 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/56.17 kips Block shear strength Coped Beam Flexural Rupture 7.00 kips16.24 kips 0.43 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 1.25 in3 Snet=In/Ymax elastic section modulus of the cross section e 2.50 in Distance from the face of the cope to the point of inflection In 4.15 in4 Moment of inertia with respect to the neutral axis Ymax 3.32 in Maximum distance from the neutral plane = ho- yc ho 6.64 in Overal depth of coped section yc 0.00 in Position of the neutral plane Rn/16.24 kips Coped beam flexural rupture Coped Beam Lateral Torsional Buckling 7.00 kips14.96 kips 0.47 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-12) Fcr 357.21 ksi Available buckling Fcr = 0.62**E*tw 2*fd /(c*ho) Fy 50.00 ksi Minimum yield stress of material Snet 1.25 in3 Snet=In/Ymax elastic section modulus of the cross section e 2.50 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 0.17 in Beam web thickness ho 6.64 in Reduced beam depth c 2.00 in Cope length fd 2.91 Adjustment factor Rn/14.96 kips Coped beam local web buckling Bolt Bearing on Girder 7.00 kips46.41 kips 0.15 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 23.20 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 23.20 kips Bearing = 2.4*d*t*Fu Page 54 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-spacing-tearout 27.35 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/46.41 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 7.00 kips52.86 kips 0.13 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 20.39 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 45.67 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 20.39 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 53.83 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/52.86 kips Bolt bearing strength Bolt Bearing on Beam 7.00 kips16.78 kips 0.42 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 10.36 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 23.20 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 23.20 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 10.36 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 27.35 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 64.94 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/16.78 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 7.00 kips52.86 kips 0.13 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 1 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 0.78 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 20.39 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 45.67 kips Bearing = 2.4*d*t*Fu Page 55 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Rn-edge-tearout 20.39 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 53.83 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/52.86 kips Bolt bearing strength Bolt Shear at Girder 7.00 kips64.94 kips 0.11 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 2 Number of bolts C 1.00 Eccentricity coefficient Rn/64.94 kips Bolt shear rupture strength Bolt Shear at Beam 7.00 kips38.24 kips 0.18 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 2 Number of bolts C 0.59 Eccentricity coefficient Rn/38.24 kips Bolt shear rupture strength Bolt Group Eccentricity 0.590.590.590.59 IC method (AISC 14th p.7-6) C 0.59 Coefficient (1.1778 / 2) Nrows 1 Number of rows of bolts Ncols 2 Number of bolts per row Dx 0.00 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 2.00 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -1.13 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.38 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 4 Number of bolts Tbolt 2.08 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'1.69 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 2.75 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 2.08 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 0.38 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 1.50 in Distance from bolt centerline to the outer edge of the leg b 2.13 in Distance from bolt centerline to the face of the stem a'1.94 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) Page 56 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf 0.87 Ratio of b' to a', = b' / a' 0.66 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.38 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 0.07 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 0.08 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 2.16 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder N/A Rn = Fnt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 3.46 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) <= 0.3, the Bolt Tensile Check is not required V 7.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area nb 4 Number of bolts Tbolt 2.08 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 14.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 2.00 in Horizontal eccentricity ey 0.57 in Vertical eccentricity b 4.00 in Connector width d 5.50 in Connector depth At 11.00 in2 Maximum tributary area per bolt k_eff 0.55 Coefficient correction factor QC-002 #09: 3D View Column/Beam Shear Tab Shear Connection Page 57 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf QC-002 #09: 2D Views Column/Beam Shear Tab Shear Connection Side view Page 58 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Top view ASDQC-002 #09: ASD Results Report Column/Beam Shear Tab Shear Connection Material Properties: Column HSS8X8X8 A500 Gr.B Rect Fy = 46.00 ksiFu = 58.00 ksi Beam W12X152 A992 Fy = 50.00 ksiFu = 65.00 ksi Plate P0.88x16.81x9.50 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 69.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Column Force 50.00 kips User Input Column Force Column Moment 48.00 kips-in User Input Column Moment Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result HSS Limitations PASS Check Column Slenderness Pass (K1.3) E29000.00 ksi Modulus of elasticity Fy 46.00 ksi Column yield strength t0.47 in Column wall thickness B8.00 in Column face width (B -3 * t) / t14.20 Column slenderness ratio for shear ((B -3 * t) / t)max 35.15 Slender wall limit for shear (Table K1.2A) Check Column Material Pass (K1.3) Fy 46.00 ksi Column yield strength Page 59 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Fy-max 52.00 ksi Column yield strength limit (Table K1.2A) Check Column Ductility Pass (Table K1.2A) Condition: Fy / Fu<= 0.8 Fy 46.00 ksi Column yield strength Fu 58.00 ksi Column tensile strength Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 2.50 in Min bolt spacing dbolt 0.75 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.87 in Thickness of governing element (Beam) Check Min Edge DistancePass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Column Weld Limitations PASS Weld Max/Min Size, Length (J2.2b) Check Weld Max Size Pass D0.44 in Weld size Dmax 0.81 in Max Size Allowed t0.88 in Min shelf dimension Check Weld Min Size Pass D0.44 in Weld size Dmin 0.19 in Min size allowed tmin 0.47 in Controlling member thickness Check Weld Min LengthPass Condition: Lmin >= 4*D D0.44 in Weld size Lmin 9.50 in Min weld segment length Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass t0.88 in Plate thickness tmax-weld 1.04 in Max. plate thickness to avoid weld failure (AISC 14th p. 9-14) tmax-bolts 1.96 in Max. plate thickness to avoid bolt failure (AISC 14th Eq. 10-3) tmax-plate 1.60 in Max. plate thickness to avoid plate rupture (AISC 14th p. 9-14) Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 9.50 in Connector length (vertical) d13.71 in Beam depth kdes 2.00 in Beam fillet Lmin 4.86 in Min connector length Beam Shear Yield 69.00 kips238.55 kips 0.29 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 11.93 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/238.55 kips Shear yield strength Plate Shear Yield 69.00 kips119.70 kips 0.58 PASS Rn = 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 8.31 in2 Gross area subject to shear Rn/119.70 kips Shear yield strength Beam Shear Rupture 69.00 kips188.06 kips 0.37 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Anv 9.64 in2 Net area subject to shear Rn/188.06 kips Shear rupture strength Page 60 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Plate Shear Rupture at Beam 69.00 kips104.67 kips 0.66 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 6.02 in2 Net area subject to shear Rn/104.67 kips Shear rupture strength Beam Block Shear 69.00 kips461.21 kips 0.15 PASS Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 26.68 in2 Gross area subject to shear Anv 24.78 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 3.75 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/461.21 kips Block shear strength Plate Block Shear 69.00 kips127.95 kips 0.54 PASS Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 6.78 in2 Gross area subject to shear Anv 4.87 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 3.77 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/127.95 kips Block shear strength Lateral Stability / Stabilizer Plates 69.00 kips4489.65 kips 0.02 PASS Rn = 1.500 * * ( (L * tp 3) / a2)= 1.67 (AISC 14th Eq.10-6) V 69.00 kips Applied shear force P 0.00 kips Applied axial force R=(V2 + P2)0.5 69.00 kips Resultant shear force a 2.00 in Distance from the support to the first line of bolts tp 0.88 in Thickness of plate L 9.50 in Depth of plate Rn/4489.65 kips Available strength to resist lateral displacement Plate Flexural Yield 0.86 PASS (Vr/Vc)2 + (Mr/Mc)2 <= 1 (AISC 14th Eq.10-5) Pr 0.00 kips User input axial load Vr 69.00 kips User input shear load Fy 36.00 ksi Minimum yield stress of material Ag 8.31 in2 Gross area of the plate Zpl 19.74 in3 Plastic modulus of the shear plate Vc 119.70 kips Available shear strength (see check 'Shear Yield') ex 4.50 in Horizontal eccentricity ey 0.11 in Vertical eccentricity Mr 310.50 kips-in Moment due to eccentricity = Vr*ex + Pr*ey Mc 425.58 kips-in Available moment Mc=1/*(Fy* Z), =1.67 UC 0.86 Unity check per interaction equation, (Vr/Vc)2 + (Mr/Mc)2 <= 1 Plate Flexural Rupture 0.95 PASS (Vr/Vc)2 + (Mr/Mc)2 <= 1 (Eq.10-5) Pr 0.00 kips User input axial load Vr 69.00 kips User input shear load Page 61 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Fu 58.00 ksi Minimum tensile stress of material An 6.02 in2 Net area of the plate Znet 14.98 in3 Plastic modulus of net section Vc 104.67 kips Available shear strength (see check 'Shear Rupture') ex 4.50 in Horizontal eccentricity ey 0.11 in Vertical eccentricity Mr 310.50 kips-in Moment due to eccentricity = Vr*ex + Pr*ey Mc 434.45 kips-in Available moment Mc= 1/*(Fu* Znet), =2.00 UC 0.95 Unity check per interaction equation, (Vr/Vc)2 + (Mr/Mc)2 <= 1 Plate Flexural Buckling 69.00 kips49.00 kips 1.41 FAIL Rn = Fcr * Snet / a = 1.67 (AISC 14th Edition) Fy 36.00 ksi Plate yield strength 0.23 Buckling factor (eqn 9-18) Q 1.00 Buckling factor (9-17) Fcr 36.00 ksi Critical stress Snet 10.23 in3 Section modulus of net section a 4.50 in Design eccentricity Rn/49.00 kips Plate flexural buckling Bolt Bearing on Beam 69.00 kips167.00 kips 0.41 PASS Rn = Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 3 Number of rows of bolts Ncols 3 Number of bolts per row d 0.75 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-spacing 37.11 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 101.79 kips Bearing = 2.4*d*t*Fu Rn-spacing-tearout 148.44 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 37.11 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/167.00 kips Bolt bearing strength Bolt Bearing on Plate at Beam 69.00 kips167.00 kips 0.41 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 3 Number of rows of bolts Ncols 3 Number of bolts per row d 0.75 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.34 in Vertical distance from edge of hole to edge of material Lc-spacing 2.19 in Vertical distance from edges of adjacent holes Rn-edge 37.11 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 37.11 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 91.35 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 81.83 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 133.22 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 37.11 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 84.00 ksi Nominal shear stress of bolt Rn/167.00 kips Bolt bearing strength Bolt Shear at Beam 69.00 kips82.73 kips 0.83 PASS Rn = Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 84.00 ksi Shear stress X type Page 62 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Won't buckle. Use Znet. OK Ab 0.44 in2 Area of bolt Nbolt 9 Number of bolts C 0.50 Eccentricity coefficient Rn/82.73 kips Bolt shear rupture strength Bolt Group Eccentricity 0.500.500.500.50 IC method (AISC 14th p.7-6) C 0.50 Coefficient (4.4588 / 9) Nrows 3 Number of rows of bolts Ncols 3 Number of bolts per row Dx 2.50 in Horizontal bolt spacing Dy 3.00 in Vertical bolt spacing Ex 4.50 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis ICx -2.42 in Center of rotation, X ICy -0.00 in Center of rotation, Y Weld at Column(Near)107.81 kips123.42 kips 0.87 PASS Rn/= 2 * C1 * * 0.928 * D16 * L * (1 + (sin())1.5 / 2 ) Double Fillet 0.928 = 0.6 * FE70 * 20.5/2 * 1/16 / , =2.00 (AISC 14th Eqn 8-2b) Vnear 107.81 kips Applied shear force Vnear = V + M / dcol Pnear 0.00 kips Applied axial force Pnear = 0.5 * P Rnear 107.81 kips Resultant force Rnear=(Vnear 2+Pnear 2)0.5 V 69.00 kips User input shear force P 0.00 kips User input axial force M 310.50 kips-in Moment due to eccentricity M = (V * ex) + (P * ey) ex 4.50 in Horizontal eccentricity ey 0.11 in Vertical eccentricity dcol 8.00 in Moment arm C1 1.00 Electrode strength coefficient (AISC 14th table 8-3) 1.00 Base material proration factor (re-arrangement of AISC 14th Eqn 9-2) D16 7.00 Weld fillet size in sixteenths of an inch L 9.50 in Weld length per side 0.00 Angle of force in degrees Rn/123.42 kips Weld strength Weld at Column(Far)38.81 kips70.53 kips 0.55 PASS Rn/= 2 * C1 * * 0.928 * D16 * L * (1 + (sin())1.5 / 2 ) Double Fillet 0.928 = 0.6 * FE70 * 20.5/2 * 1/16 / , =2.00 (AISC 14th Eqn 8-2b) Vfar 38.81 kips Applied shear force Vfar= V -Vnear Pfar 0.00 kips Applied axial force Pfar = 0.5 * P Rfar 38.81 kips Resultant force Rfar=(Vfar 2+Pfar 2)0.5 V 69.00 kips User input shear force P 0.00 kips User input axial force Vnear 107.81 kips Shear force at near weld Vnear = V + M / dcol M 310.50 kips-in Moment due to eccentricity M = (V * ex) + (P * ey) ex 4.50 in Horizontal eccentricity ey 0.11 in Vertical eccentricity dcol 8.00 in Moment arm C1 1.00 Electrode strength coefficient (AISC 14th table 8-3) 1.00 Base material proration factor (re-arrangement Page 63 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf of AISC 14th Eqn 9-2) D16 4.00 Weld fillet size in sixteenths of an inch L 9.50 in Weld length per side 0.00 Angle of force in degrees Rn/70.53 kips Weld strength HSS Transverse Plastification 0.00 kips91.57 kips 0.00 PASS Rn = 2 * Fy*t2 /(1-tp/B)*(2lb/B + 4*Qf* (1-tp/B)0.5) = 1.50 (K1-13) Fy 46.00 ksi Column yield strength t 0.47 in Column wall thickness tp 0.88 in Plate thickness lb 9.50 in Plate length B 8.00 in Column width Qf 1.00 Chord stress interaction parameter Fc 27.60 ksi Available stress (K1.1) Ag 13.46 in2 Column cross-sectional area S 31.15 in3 Column section modulus U 0.19 Utilization ratio (Eqn K1-6) Rn/91.57 kips Transverse plastification QC-002 #10: 3D View Girder/Beam Clip Angle Shear Connection QC-002 #10: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 64 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Front view ASDQC-002 #10: ASD Results Report Girder/Beam Clip Angle Shear Connection Material Properties: Page 65 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Girder W30X116 A992 Fy = 50.00 ksiFu = 65.00 ksi Beam W12X79 A992 Fy = 50.00 ksiFu = 65.00 ksi Angle L8X8X8 A36 Fy = 36.00 ksiFu = 58.00 ksi Input Data: Shear Load 80.00 kips User Input Shear Load Axial Load 0.00 kips User Input Axial Force Note: Unless specified, all code references are from AISC 360-10 Governing LC: N/A Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 6.00 in Max bolt spacing t0.47 in Thickness of governing element (Beam) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Geometry Restrictions at Girder PASS Check Min Bolt Spacing Pass Condition: Smin >= (2+2/3) * dbolt (J3.3) Smin 3.00 in Min bolt spacing dbolt 0.88 in Bolt diameter Check Max Bolt Spacing Pass Condition: Smax<= min(12.00 in, 24*t) (J3.5a) Smax 3.00 in Max bolt spacing t0.50 in Thickness of governing element (Angle) Check Min Edge Distance Pass Condition: EDmin >= EDallow (J3.4) Check Max Edge Distance Pass Condition: EDmax <= min (6.00 in, 12*t) (J3.5) Rotational Ductility, Erection Stability PASS Check Rotational Ductility Pass Condition: t <= 5/8'' t0.50 in Connector thickness Check Erection Stability Pass Condition: Ly >= (d -2* kdes)/2 Ly 9.00 in Connector length (vertical) d12.38 in Beam depth kdes 1.33 in Beam fillet Lmin 4.86 in Min connector length Beam Shear Yield 80.00 kips102.27 kips 0.78 PASS Rn = 0.6 *Fy*Agv*Cv = 1.50 (G2-1) Fy 50.00 ksi Minimum yield stress of material Agv 5.11 in2 Gross area subject to shear Cv 1.00 Web shear coefficient (G2-2) Rn/102.27 kips Shear yield strength Clip Angle Shear Yield 80.00 kips129.60 kips 0.62 PASS Rn = 2 * 0.6 *Fy*Agv = 1.50 (J4-3) Fy 36.00 ksi Minimum yield stress of material Agv 4.50 in2 Gross area subject to shear Rn/129.60 kips Shear yield strength Beam Shear Rupture 80.00 kips81.39 kips 0.98 PASS Rn = 0.6 *Fu*Anv = 2.0 (J4-4) Fu 65.00 ksi Minimum tensile stress of material Page 66 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Anv 4.17 in2 Net area subject to shear Rn/81.39 kips Shear rupture strength Clip Angle Shear Rupture at Beam 80.00 kips121.80 kips 0.66 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 3.50 in2 Net area subject to shear Rn/121.80 kips Shear rupture strength Clip Angle Shear Rupture at Girder 80.00 kips104.40 kips 0.77 PASS Rn = 2 * 0.6 *Fu*Anv = 2.0 (J4-4) Fu 58.00 ksi Minimum tensile stress of material Anv 3.00 in2 Net area subject to shear Rn/104.40 kips Shear rupture strength Clip Angle Block Shear at Girder 80.00 kips124.50 kips 0.64 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 3.75 in2 Gross area subject to shear Anv 2.50 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 1.50 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/124.50 kips Block shear strength Beam Block Shear 80.00 kips81.07 kips 0.99 PASS Rn = [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 3.88 in2 Gross area subject to shear Anv 3.17 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 1.41 in2 Net area subject to tension Fu 65.00 ksi Minimum tensile stress of material Fy 50.00 ksi Minimum yield stress of material Rn/81.07 kips Block shear strength Clip Angle Block Shear at Beam 80.00 kips146.25 kips 0.55 PASS Rn = 2 * [ min(0.6*Fu*Anv, 0.6*Fy*Agv) + Ubs*Fu*Ant ] = 2.00 (J4-5) Agv 3.75 in2 Gross area subject to shear Anv 3.00 in2 Net area subject to shear Ubs 0.50 Non uniform tension stress factor Ant 2.25 in2 Net area subject to tension Fu 58.00 ksi Minimum tensile stress of material Fy 36.00 ksi Minimum yield stress of material Rn/146.25 kips Block shear strength Coped Beam Flexural Rupture 80.00 kips91.91 kips 0.87 PASS Rn = Fu*Snet/e = 2.00 (AISC 14th Eq. 9-6) Fu 65.00 ksi Minimum tensile stress of material Snet 15.46 in3 Snet=In/Ymax elastic section modulus of the cross section e 5.46 in Distance from the face of the cope to the point of inflection In 133.10 in4 Moment of inertia with respect to the neutral axis Ymax 8.61 in Maximum distance from the neutral plane = ho- yc ho 10.88 in Overal depth of coped section Page 67 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf yc 3.92 in Position of the neutral plane Rn/91.91 kips Coped beam flexural rupture Coped Beam Local Web Buckling 80.00 kips84.67 kips 0.94 PASS Rn = min(Fcr, Fy) * Snet/e = 1.67 (AISC 14th Eq. 9-7) Fcr 314.95 ksi Available buckling Fcr=2*E*(tw/ho)2*f*k /(12*(1- v2)) Fy 50.00 ksi Minimum yield stress of material Snet 15.46 in3 Snet=In/Ymax elastic section modulus of the cross section e 5.46 in Distance from the face of the cope to the point of inflection E 29000.00 ksi Modulus of elasticity of steel tw 0.47 in Beam web thickness ho 10.88 in Reduced beam depth v 0.30 Poisson's ratio f 0.80 Plate buckling model adjustment factor k 8.03 Plate buckling coefficient Rn/84.67 kips Coped beam local web buckling Bolt Bearing on Girder 80.00 kips194.83 kips 0.41 PASS Rn = 2 * Nrows*Ncols*Rn-spacing = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 3 Number of bolts per row d 0.88 in Bolt diameter Fu 65.00 ksi Minimum tensile stress of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 77.12 kips Bearing = 2.4*d*t*Fu Rn-spacing-tearout 90.89 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/194.83 kips Bolt bearing strength Bolt Bearing on Clip Angle at Girder 80.00 kips194.83 kips 0.41 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 3 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.03 in Vertical distance from edge of hole to edge of material Lc-spacing 2.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 60.90 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 35.89 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 71.78 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/194.83 kips Bolt bearing strength Bolt Bearing on Beam 80.00 kips128.31 kips 0.62 PASS Rn = Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Page 68 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf Fu 65.00 ksi Minimum tensile stress of material Lc-edge 1.78 in Vertical distance from edge of hole to edge of material Lc-spacing 5.06 in Vertical distance from edges of adjacent holes Rn-edge 64.16 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 64.16 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 64.16 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 65.30 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 185.59 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 64.94 kips Bolt shear strength Rn-bolt=2*Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/128.31 kips Bolt bearing strength Bolt Bearing on Clip Angle at Beam 80.00 kips129.89 kips 0.62 PASS Rn = 2 * Nrows*[Rn-edge+(Ncols -1)* Rn-spacing] = 2.00 (J3-6a) Nrows 2 Number of rows of bolts Ncols 2 Number of bolts per row d 0.88 in Bolt diameter Fu 58.00 ksi Minimum tensile stress of material Lc-edge 1.03 in Vertical distance from edge of hole to edge of material Lc-spacing 5.06 in Vertical distance from edges of adjacent holes Rn-edge 32.47 kips Strength at edge = min(Rn-edge-tearout, Rn- bearing, Rn-bolt) Rn-spacing 32.47 kips Strength at spaces = min(Rn-spacing-tearout, Rn- bearing, Rn-bolt) Rn-bearing 60.90 kips Bearing = 2.4*d*t*Fu Rn-edge-tearout 35.89 kips Tear out at edge = 1.2*Lc-edge*t*Fu Rn-spacing-tearout 176.18 kips Tear out at spaces = 1.2*Lc-spacing*t*Fu Rn-bolt 32.47 kips Bolt shear strength Rn-bolt=Fnv*Abolt Fnv 54.00 ksi Nominal shear stress of bolt Rn/129.89 kips Bolt bearing strength Bolt Shear at Girder 80.00 kips194.83 kips 0.41 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 6 Number of bolts C 1.00 Eccentricity coefficient Rn/194.83 kips Bolt shear rupture strength Bolt Shear at Beam 80.00 kips84.15 kips 0.95 PASS Rn = 2 * Fnv*Ab*Nbolt*C = 2.00 (J3-1) Fnv 54.00 ksi Shear stress N type Ab 0.60 in2 Area of bolt Nbolt 4 Number of bolts C 0.65 Eccentricity coefficient Rn/84.15 kips Bolt shear rupture strength Bolt Group Eccentricity 0.650.650.650.65 IC method (AISC 14th p.7-6) C 0.65 Coefficient (2.5916 / 4) Nrows 2 Number of rows of bolts Ncols 2 Number of bolts per row Dx 3.00 in Horizontal bolt spacing Dy 6.00 in Vertical bolt spacing Ex 3.50 in Horizontal eccentricity Ey 0.00 in Vertical eccentricity Ang 90.00 Angle of force in degrees, relative X axis Page 69 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf ICx -3.24 in Center of rotation, X ICy -0.00 in Center of rotation, Y Bolt Prying PASS (AISC 14th p.9-10) Check Angle Leg Thickness:Fail Condition: tmin<=tangle Check Prying Force:Pass tangle 0.50 in Clip angle leg thickness P 0.00 kips User input axial load Fu 58.00 ksi Minimum tensile stress of material nb 12 Number of bolts Tbolt 12.96 kips Tension Load per bolt due to moment (See 'BoltTension Check') db 0.88 in Bolt diameter dhole 0.94 in Bolt hole diameter b'2.56 in Distance from the inner edge of the bolt hole to the face of the stem, b' = (b -db / 2) p 3.00 in Length of flange tributary to each bolt along the longitudinal axis of the angle T 12.96 kips Total tension force with moment, T = Tbolt + (P/ nb) tmin 1.13 in Minimum thickness required to eliminate prying action, tmin = (* 4 * T * b' / (p * Fu))0.5, =1.67 a 4.50 in Distance from bolt centerline to the outer edge of the leg b 3.00 in Distance from bolt centerline to the face of the stem a'4.19 in Distance from inner edge of bolt hole to the outer edge of the leg, a' = (a + db / 2) <= (1.25 * b + db / 2) 0.61 Ratio of b' to a', = b' / a' 0.69 Ratio of the net area at the bolt line to the gross area at the face of the stem, = 1 -dhole/ p B 27.06 kips Total tensile capacity per bolt, B = Ab * Fnt / , = 2.0 tc 1.63 in Flange thickness required to develop the available strength of the bolt without prying action, tc = (* 4 * B * b' / (p * Fu))0.5, =1.67 5.97 Ratio of moment at bolt line to moment at stem line, = max[1/[T/B (tc/t) 2 -1, 0] q 6.38 kips Factored prying force per bolt, q = B [(t/tc)2] Tu 19.34 kips Total tension on the bolt including the prying force, Tu = T + q Bolt Tension at Girder 19.34 kips24.07 kips 0.80 PASS Rn = F'nt * Ab = 2.00 (J3-2) Check User Note Limit:frt/(Fnt/) <= 0.3 frt 21.56 ksi Required tensile stress = (Tbolt-P/nb)/Ab Fnt 90.00 ksi Nominal tensile stress, per Table J3.2 Because frt/(Fnt/) > 0.3, the Bolt Tensile Check is required Check Interaction Limit:frv/(Fnv/) <= 0.3 frv 11.09 ksi Required shear stress: frv = (V / nb) / Ab Fnv 54.00 ksi Nominal shear stress, per Table J3.2 Because frv/(Fnv/) > 0.3, this check shall use the modified F'nt stress F'nt 80.04 ksi Modified nominal tensile stress = min(1.3*Fnt-( *Fnt/Fnv)*frv), Fnt) V 80.00 kips User input shear load P 0.00 kips User input axial load Ab 0.60 in2 Bolt cross sectional area Page 70 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf nb 12 Number of bolts Tbolt 12.96 kips Max tension load per bolt due to eccentricity = 0.5 * (6*Me/(b*d2))*At*k_eff Me 280.00 kips-in Moment due to eccentricity = (V * ex) -(P * ey) ex 3.50 in Horizontal eccentricity ey 8.26 in Vertical eccentricity b 8.00 in Connector width d 9.00 in Connector depth At 15.00 in2 Maximum tributary area per bolt k_eff 0.67 Coefficient correction factor Tu 19.34 kips Required tensile strength including prying (see 'Bolt Prying' check) Rn/24.07 kips Bolt tensile strength QC-002 #11: 3D View Girder/Beam Clip Angle Shear Connection QC-002 #11: 2D Views Girder/Beam Clip Angle Shear Connection Side view Page 71 of 213 10/03/2014Strata Vail Special Conn Package 1 2014-10-03.pdf