HomeMy WebLinkAbout39480-Z ��5�'�F��'�cd�� Town of Southold 7/15/2016
� � P.O.Box 1179
� � 53095 Main Rd
�y,�„O` �a��� Southold,New York 11971
�
CERTIFICATE OF OCCUPANCY
No: 38393 Date: 7/15/2016
THIS CERTIFIES that the building SINGLE FAMIL,Y DWELLING
Location of Property: 225 Windward Rd, Orient
SCTM#: 473889 SecBlock/Lot: 19.-1-12.4
Subdivision: Filed Map No. Lot No.
conforms substantially to the Application for Building Permit heretofore filed in this office dated
12/29/2014 pursuant to which Building Permit 1�To. 39480 dated '1/9/2015
was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for
which this certificate is issued is:
ONE FAMII,Y DWELLING�IVIODULAR)INCLUDING ATTACHED TWO-CAR GARAGE, COVERED FRONT
PORCH, OLTI'DOOR SHOWER, AND REAR FIRST AND SECOND FLOOR DECKS, AS APPLIED FOR
� � The certificate is issued to LaFauci,Joseph&LaFauci,Rosalie
of the aforesaid building.
SUFFOLK COUNTY DEPARTMENT OF AEALTH APPROVAL R10-14-0061 03-24-2016
ELECTRICAL CERTIFICATE NO. 39480 03-30-2016
PLUMBERS CERTIFICATION DATED 03-09-2016 1VIichael goz'
�
Auth ' ed Signat re
��U FF oa�, TOWN OF SOUTHOLD
�� ���,� BUILDING DEPARTMENT
� TOWN CLERK'S OFFICE
o . � SOUTHOLD, NY
��ol � ��o�
BUILDING PERMIT
(THIS PERMIT MUST BE KEPT ON THE PREMISES
WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS
UNTIL FULL COMPLETION OF THE WORK AUTHORIZED)
Permit#: 39480 Date: 1/9/2015
Permission is hereby granted to:
LaFauci, Joseph 8� LaFauci, Rosalie
440 E 79th St Apt 15E
New York, NY 10075
To: Construction of a new single family dwelling as applied for.
At premises located at:
225 Windward Rd, Orient
SCTM #473889
Sec/Block/Lot# 19.-1-12.4
Pursuant to application dated 12/29/2014 and approved by the Building Inspector.
To expire on 7/10/2016.
Fees:
SINGLE FAMILY DWELLIlVG-ADDITION OR ALTERATION $2,056.40
CO -NEW DWELLING $50.00
Total: $2,106.40
.
uilding I .Sp 6aLyy�f
9�orm iVo.6
'I'OWl�T OF�OYJT�OL�
��JIY�DBNG DIEPAR'I'Ii�iENT
'fl'O�3�I➢-IALI..
. 765-1�02
�'PLICA'g'101�FO�CER'I'�IFIC�TE O�OCCUPA1�dC�'
'i'his application must be filled in by typewriter or ink and submitted to the Building Department with the following:
.c�. I+'or ne��v buildQng or meev u��:
1. Final survey of property with accurate location of all buildings,properiy lines,streets, and unusual natural or
topographic features. �
2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form).
3. Approval of electrical installation from Board of Fire Underwriters.
4. Sworn statement from plumber certifying that the solder used in system contains less than Z/l0 of 1%lead.
' S. Commercial building, industrial building, multiple residences a�ld similar buildings and installations, a certificate
of Code Compliance from architect or engineer responsible for the building. ,
6. Submit Pfanning Board Approval of completed site plan requirements.
�. �'or existeng buildings(p¢�aor to,Apr�l 9,�95'7)non-com�orming uses,or bui9dings at�d "pr�-exastiaag"land us�s:
i. Accurate survey of property shawing all property lines,streets,buiiding and unusual natural or topographic
features.
2. A properly completed application and consent to inspect signed by the applicant. If a Certiftcate of Occupancy is
denied,the Building Inspector shall state the reasons therefor in writing to the applicant.
C. l�ees
1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00,
Swimming pool $50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00.
2. Certificate of Occupa�icy on Pre-existing Building- $100.00
3. Copy of Certificate of Occupancy-$,25
4. Uadated Certificate of Occupancv- $50.00
5. Temporary Certificate of Occupancy-Residential $15.00,Commercial$15.00
Tlat�
New Construction: �r Old or Pre-existing Building: (check onej
� 1 � f� /
Location of ProPerty: �� {�}�cY G��f G7� f�C`C(�'j C.J/-/�r7 7" ��� �' /�/�-�'
u,..,..�1.r,. etPoor ;;:,..;�.��
VUJV!\V. VLIVV�
Owner or Owners of Property: `f(�✓C�'� .�. �''- ��J�G��! �� ����Tl�i'L�,,�
Sutfolk County Tax Map No 1000, Section �j Block ��.� Lot ��• �
Subdivision � Filed Map. Lot:
Permit No._� �� �L� Date of Pennit. �/`� %�� Applicant:��;�LU�'.(,, ����� °� ���=�(!"/f'
Health Dep� Approval: Underwriters Approval:
Planning Boa�•d ApprovaL:
Request for: '�emporary Certificate Finai Certiticate: � ( heck on �
iP"!' �iu x I�"r "r"�'����I� I'' 'i �'�I I i �I �,I'{I��ii�lh���
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Fee Submitted: $ 5 0 ` 0� ,,� �' � , ' ' �
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Town Hall Annex o Telephone(631)765-1802
54375 Main Road � � Fax(631)765-9502
P.O.Box 1179 G � �O roqer.richertC�town.southold.nv.us
Southold,NY 11971-0959 �`
olycoUNTY,��
BUILDING DEPARTMENT
TOWN OF SOUTHOLD
CERTIFICATE OF ELECTRICIAL COMPLIANCE
SITE LOCATION
issued ro: LaFauci
Address: 225 Windward Road City: Orient St: New York Zip: 11957
Building Permit#: 39480 Section 19 Block. 1 Lot: 12.4
WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE
contra�tor: �Ba: Celi Electric License No: 1022-E
SITE DETAILS
Office Use Only
Residential X Indoor X Basement X Service Only
Commencal Outdoor X 1st Floor Pool
New X Renovation 2nd Floor X Hot Tub
Addition Survey Attic Garage
INVENTORY
Service 1 ph 200A Heat GAS Duplec Recpt Ceiling Fixtures 8 HID Fixtures
Service 3 ph �Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors �
Main Panel 200A A/C Condenser 2 Single Recpt Recessed Fixtures CO Detectors
Sub Panel A/C Blower 2 Range Recpt Fluorescent Fixture Pumps
Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks
Disconnect 200A Switches 2 Twist Lock Exit Fixtures TVSS
Other Equipment: MOdUIaC' HOUSe, NY State Approval #NY19-63715, 200A Underground Service,
42 ARC Fault Circuit Breakers.
Notes:
Inspector Signature: Date: March 30, 2016
Electrical 81 Compliance Form.xls
. �o��OT Sa�jjyolo
Town Ha�l A,nnex � � Telephone(681}765-1802
54375 Main Road -
P.o.BoX i��9 � � roaer.richertCa�#own so��io��.nv.us
Southold,NY'1197I-0959 - � � �O
���Orrrm,��' '
, BUILDING DEPARTMENT �
7l'OW1�I O�'SOUTHOI�D
CEI�TIFICATION
Date: 3�9�/6
Building Permit No. � � / � O
', Owner• �G���� V(��� i"f C�/I d� �lG�/�L� ��5��� � , .
� � � (P ease print) ,'p� �
Plumber: M���� ��p��-�d .� . � ',
(Please print) ' � '
I certify that the solder used in the water supply system contains less than 2/10 of 1%
lead.
'_ - - _ • __ -_,- _---- - - - ---- - - --- -• --- - - - - - y��--- -��--�- _. �_�._.._.�------ - --- -
(Plumbers Signature)
Sworn to before me this �
day of •(' 20�
� � �
Notary Public, ��t-�a�!L County
D�ni�lle L.Ca�4��
Not�a�y Public, State of N�vv York
09 CA61�5879
�.��e�lified in Suffolk Co��nt�
C�o�nmi�sion ExpBres Apr6i 21, 2016
' __ " ,
- NICNOLAS A. VERO, ARCHITECT �
4
_ , _ _ _ _ _ __ _ '_ _ ' _ . _ _ _ h �
-_ , . . ` _�� .'..- ,r `'T_'_ . . ' - _ -: '"" _ _" "• '_ is� . _ .. ,
-__�- - - ' - _ " _ Aicfiitects and Profe§sional��ngineers - �
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, . .-,.,�E.,- _. � �C�L�Q�II�
D ;
�' JUL 2 1 2016 , ' �
��DIl�TG Ia��'T. �
Town of Southold Building Department ' ���� �L� �
;
54375 Route 25 '
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P.O. Box 1179 �Qrmi T � �9�D� _ I
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Southold, N.Y.11973. , !
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Reference:LaFauci Residence,225 Wihdward Lane,Orient, N.Y.11957 j
I
To Whom It May Concern,
. �
Please be advised that this letter confirms that Algozzino Plumbing and Heating water tested all of the �
onsite waste piping and pressure tested all of the onsite water piping at the above referenced property
and we hereby certify that the systems tested were found to free of any leeks and.are in compliance '
with The Residential Code of New York State,2010 edition. Please contact our office if additional
information is required.
Very Truly Yours, !
- S
Nicholas .Ve rchitect I
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120 MILL ROAD a WESTHAMPTON BEACH, NEW YORK 11978 � 631-288-1�0A FAX 631-288-0549
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765-1802
NSPECTIO-N � �
[ FOUNDATION 1 ST [ ] ROUGH PLUMBING '
- [ ] FOUNDATION 2ND [ ] INSULATION � .
[ ] FRAMING / STRAPPING [ ] FINAL " .
[ ] FIREPLACE � CFIIMNEIf [ ] FIRE SAFETY ONSPECTION
[ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION
[ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL)
[ ] CODE VI LATION [ � CAU ING _
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1 NSPECTIO_N � �
- [ ] FO DATION 1 ST [ ] ROUGH PLUMBING
�� [ ] UNDATION 2ND [ ] INSULATION
�� FRAMING /STRAPPING [ ] FINAL -
� � [ ] FIREPLACE � CHIMNEY [ ] FIRE SAFETY INSPECTION
[ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION
[ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FIN�1L)
[ ] CODE VIOLATION [ ] CAULKING
REMAI�KS:
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1 NSPECTION .
[ ] FOUNDATION 1 ST [ ] ROUG PLUMBING �
[ ] FOUNDATION 2ND [ ] 1 LATION
[ ] FRAMING /STRAPPING [ FINAL �
- [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION
[ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATIOM
[ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL)
[ ] CODE VIOLATION [ ] CAULKING
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, TQVVN � SOU7'HOLD BUILD1NG PERMIT�APRLICATION CHECKLIS'I'�
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��r;�B�T�LD G�D�+PARTIVIENT , Do you have or need the follo'v►ring,before applying7
„;�� TUWN L Board of Hea�th
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w�"'' 4 sets of Building,Plans '
f�;�. SOUTI� LD,NY 11971 . " , ' �
j'; TEL: (63 ) 765-1802 - � , ' . � ; . t � � k'lanning Bdard appraval
���;� FAX: (b3 ) 765-9502 , � , p�/�, Survey �
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�;�• Southold �own.NorthFor.k.net � PERMIT NO. � �, Check ,
`�• • �S eptic Form '
��� . . . � N.Y.S.D.E.C. •
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,;,; , , � � , C.O.'Application �
:= Flood Permit �
;;� Examined ,20 , � � �ingle&'Separate . �
>;;, � Storm Watei Assessment Form �
1`� , q . � r �. i � � ContAct: ' ,
;t;, Approved \ ,20 - ' ' ' � Mail to:
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�;�= 2(�14 � APPLICATION FOR BUILDING PEXtMIT�� � , ,
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u a��r ��aj � ; . Date� � ,
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, our�o�p . . � INSTRUCTIONS . - , . . ,
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I"�� a, his application MUST be completely filled in by ippewtiter or it�ink•and submitted to the Building Inspector with 4
5��:;,
���� sets of pl s, accurate plot plan to scale.Fee accarding to schedule:, - , - ,, , � �
����Y��. � .
a.�� b, lot plan showing location of lot an.d of buildings on premises,relationship,to.adjoining premises or public streets or
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��•;�ar�as, and atarwa�s. - - •
�"���` � c. e work covered by this application may not be commenced bofore issua�ce of Buildi�g Perriut.
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�f �� d. pon approval of this application,the Buildin�Inspector will issue a Build�ng Permit to the applicant. Such a permit �
li�:it . .
�;,,, shall be k t o�n the premises•availatile for inspection tliroughout`the work. ' '.
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�,,,� e. o building shall�be occupied or,used inwhole or in part for any purpose what so ever until the Building Inspector ,
i��, issues a C itificate of,Occupancy. -" � •� �� "' ' °i ,. � � � ��' -
'�'� f. very building•peimit.shall expire if.thE work�autharized has not co�inenced.within 12 months after the date of
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�°���.•issuance o has not��been completed_witlun.l8'months from such date.�Ifno�zoiiing`auiendments�or other'regulations affectmg the
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�;�;4}property h ve.been enacted in�the interim,:the Bui�ding'Inspaator may."authorize,in�writing;tha extension.of the permit for an
'�;�;` addition s' months.Thereafter, a,new permit'shall lie required., _'• �,� • ,� - �• �., ti '• •
���'�` PLICATION IS HEREBY MADE:to the.Building�Deparkmenx fo'r the.issuance of a•Building Permit pursuant to the
���;�.Building one Ordinance of the Town of Southold,S,uffollc County;•Nevv York,,and c�ther,�pplicable Laws, Ordinances or ,
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����, Regulatio� , for the construction of buildings,�addi.tions;or alterations;or for rempval or�demolition ae herein described. Tfie
�� a�plican.t grees to comply with a11 applicable laws, ordinances,building code,housing code,and regulations,and'to admit
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��!�s;;,authorize inspectors on premises and in building for necessary inspections. ,� � � ,
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�;��., 2. State existing use and�occupancy of premis�s an intended use and occupancy of proposed construction:
��:; ' , a. �xisting iise and oacupancy ��/l� _�c� � ` "
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�'�:�' � b. Intended use and occupancy �/../I. �'"�"',�` � ' ���i''' /�'✓/'��i � �`�'J '
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��
ff�'����'� -�� (Description)
�;��.� 4. Estimated Cost�' � ��?��. Fee _ � � ; �
�����u�� • �-� � � (To be�aid on fling this application)
��`f`,f, 5. If dwelling, number of dwellin units
� �t g � Number of dwelling unit�pn each floor �
�'�� If gara�e, number of cars ��f'�-,� � e �`�
�l�i; � . ,
��,�,. ' ,
a�k}; 6. If business, commercial or mixed occupancy, specify nature and extent of each type.of use. �
yFi;;`;; .„- ' . . ' , :y,- . ; , ._ . . �
��5�•`y . '"y Y •• • ,r \ ``t+`w'^a , : ' I .. ,
`�'��;F� 7. Dimensions of�existing structures, if any; Front �t Rear� - -L?ept�i
��p{�:'. Meight Number of Stories . �}� � `�� ' ; ' `
�}� ` - � , .
'�r�, A �d i���,
��5''' Dimensions of same structure witfi alte`ration's`�or�additions:�Front Rear�
�,�.� � � .
►;�.��.; Depth Heighfi � Nur�nber`'�of��tories ,� � _
��;�?, , � . � �� � - . ��, . . , � ,
���;�;��� � . . .
��,{5�4�_; 8. Dimensions of e�tire new�constructiori: Front - � '7�� �Rear= � �� Depth ������
�, ;�, �._; �
���'�� Height�' � � � Number of Stories
���'4- � . _ � ' • 4 ' ,S i , / ,
�zM��� 9. Size of lot:�ront r��/,� f//�'/�2ear ���o• �lo � Depth a2l� �lv �„
�5�,`�; . , . ; . ,�,' � ., � . �- , . �. ,
�?�=�5 10:Date of Purchase � � � Name of Former�Owner � �� - � � � � �� � � ' � - �
i`I�I�,- > � � � ' . , . • • ` . � ' � . . .
{�� 4 � � ' .
';;'_ 11. Zone or use district in which premises ara situated � � `'•
''��,���- , ,, _ . � , : ,.,, • �, � ..�; - � � � � ; � �
�"'',',`. ,12.Does pro�osed construction violate any zoning'law, or,�inance,or regulation?YES � NO�' , � '
�a�s,.
��`�° . , . - � ' . . � .� . ` ,
�� . . , �.. . _ , .� . . . .� - � � ,/�
���"r�; 13. Wil�lot be re-graded?YES NO � ��'Will excess fill be reanoved from�premises?YEs NO T , ,
�,��,t, �r" , �•y0���/G� ��
�����`- �14.Names of�Owner�o£ e�'ses�� ����2� �fAc��,. ss'���,���� R�/.� one o. Zo�.�=����
���'�'r Name of Archrtect ��l'��a' Ur �r r�s :!� 07, `.�1 .U - one No .S'�D'�3�/�f�'
�>; +
��;,r:,; Name of Contractor .5� .r/� Address�_ 0� ' YJ�� ''� ho e-No.�3/�7.�1 l�
ka{;; . , . . . • � %�,C^c'�d��:', � 2��,�/ �o�'f�.�io ,,UG�//96� , - - �, . '
����'`°' 15 a. Is this prop'erty within'100�feet of a tidal'wetland�or a�eshwater wetland? *YES - -NO Sl `
;�,,. .
aWn: * TF-YES, SOUTHOLD TOWN TRLJSTEES &l�:E:C.�PERMITS MAY BE REQUII�ED, - � � � �
`���� b.Is this property within 300yfeet�of a�tidal wetland?'* YES ' ' NO '��r � .`,, � � I ' � � ;
;���":� * IF YES,D.E.C. PERMITS MAY BE REQUIRED. . � T, ' , . ' .
$14ix . �
�ly.q,t
�l';1�'r;� ' � " '. `
^Y°�'�•� 16. Provide survey,to scale, with accurate £ouridation plan and distances to property lines.
;�,:�>��.F ,
��.;i;, , . , . . �
40 , . � � '
ur:,..,, . ,
�'��'� 17. If elevation at�an oint�on. ro e� is at�10 feet or below must rovide to o a hical data on suxve
;�;.'-'• Y p p p `�3' , � p p �' P Y•
�:��� - �. ,
f;;'�F � . � .. . �
�°� 18.Are there any covenants and restrict�ons with respect to this property? * YES NO � '
A�{t'�. * TF�ES,PROVIDE A COPY. , . . � � _ . � � � . � . '
���, , _ . , ' _ ' , . 5 '
�'��}'? STATE OF NEW�YORK) ' ,
;{x:,•, '. ,
, ,,, . _ ,
���k��.i' ' - ' � ` '
�,��'F COUNTY OF���� , �`- �' � .
<<A; . � , -��jd a1r11 Q�' f�Di�,��11 ,� �: j :�� � • , F.
'�'` , ��P.��-- �j f�,uU��G " �``V.�P''�(,(J�S�OIrI � being duly sworn, deposes and says that(s)he is the applicant �
r,,
si.: _
'��"`� (Name of individual si g contract)abave named;-� • - - -� � - � � ' � � � ' � r '-
:t t.,�,' �M J� , V � ` . , , , ,
�r,;; � (S)He is the l.X�f�7 f Gl-C•�� , . � . , . . � _ � �
�4�;�;r � (Contractor,Agent, Corpo'r.ate��fficer,etc;) ', _" �� � ' � .. , � � � �.
:���. ,. - a . -
'�'+1 �
vr�� of said owner or owners, and is duly authorized to perfozrn or have performed.the�said work and to make and.file this application;
�,���=
�'�;� that all statements contained in this application are true to the best of his knowledge and�belief; and that the woz'k will be. '
hy`•�� erformed in the manner set forth in the a hcation filed tYierewith, � �
r`:�- P PP . . , .
�a';•: Swo e ore me tlu - � � ` � � � ` . ' '
�?ry� y of � 2Q � ANGELA.R�RE :- . s
r
±•• • NOTARY PUBLIC.STATE 0 VEW , -• - .
,.,
, Registration No,(11RE5 0 •
���` Qualified in Suff � t
�' Commi'ssiotl Ex ires Dece
,•,� a �'ublic , . p� 'gnature of Applican �
��
V ` � ���°5���`f�� ��C'�0>>[�I��JC\��A\�C'JE]E�.
Scott A. Russell
�
SUPERVISOR � �� I�v�[A\�A\cGr�EI��/1UE�7C'
�
SOUTHOLD TOWN HALL-P.O.Box 1179 p �
53095 Main Road-SOUTHOLD,NEW YORK 11971 '�ij�O! � ���' Town of 1S'ou th o l d
l�
CHAPTER 236 - STORMWATER MA►NA�EMENT WORK SHEET
JAN 0 7 2095 ( TO BE COMPLETED BY THE APPLICANT )
�--------- -------_..----�-�---�-- -.. __ .... . ......_. _ _. ...... ._._. .. __ ......._ ._- ---- �--
; I��� �� Y'�80J�� II��JOI..� �� ��' �'�-�IE lE'OI.�,O�BIVG: �
:
� Yes No iCHECK ALL THA? APPLY)
' A. Clear-ing,�grubbing, grading or stripping of land which affects more ;
� than 5,000 square feet of grourid surface. '
i ❑�. Excavation or filling involving more than 200 cubic yards of material �
� within any parcel or any contiguous area. �
o es which exceed 10 feet vertical rise to
' l00 feet of horizontal distance. •
�� �J�. Site preparation within 100�feet of wetlands, beach, bluff or coastal ;
I� erosion hazard area. :
; ❑ - �. �ite -r-e -aration-wit�in the one-hundr-ed-year f loodplain as depicted ; �
,,, P P ;
� �?on �'IRM Map of any watercourse. _ . ;
; � �����'. Installation of new or resurfaced impervious surfaces of 1,000 square �
; feet or more, unless prior approval of a Stormwater Management .
: Control Plan was received by the Town and the proposal includes
� �
� . in-kind replacement_ of imp.er.viou� surfaces. . . . ._ . _ __;. _ ___ __
�
� Tf you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name,
Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your projecL
If you answered YES to one or more of the above,please submii Two copies of a Siormwater Management Control Plan
and a completed Check List Form to the Building Department with your Building Permit Application.
APPL]CAN'f: IProperty Owner,Design rofessional,Agent,Contractor,Other) S_C.T.M. �: p00'� Date
NAME: v'_� � �- /�
�, Section Block Lot
��".�"'., :<:•:"}�OR Bi�tl_DI\G DEP:;RT��IEti"r L��E �»L`t {'-"
Concact Informatioa !�/^ /P'�I / cJ� C'�'��,�J �
;�<�`a�"y�����„ Rev�ewed B . 'lJ� �
Y'
- - - - - - - - - - - - - - - - - - - - - - - - - -�� _/5�-
Daie-' � "
Pro ert Address/ Location of Construct�a� Work: - -
�� �/��� � � Approved for proce��ing Building Perm�t. — — —
Stor ater Management Control Plan Not Required.
���.� /U�• Stormwater Management Control Plan i�Requ�red.
(Forw�rd to Engineenng Departmei�t for Review)
FORM " SMCP-TOS MAY 2014 ' �
,
APPLICr1NT: �; ' CH[AJPTER 236
S.C.T.M. 1000 a s�t
(Property Owner,Design Professional,Agent,Conrractot,Other) '--��.; 0 �1'� ;
� � ��� �� � � �� � Stoarmwateir Management Control Flan CHECK LIST
Sectlon Block Lot
NAME: �,, � S M C P -Plan R�qulrements; Ptovide ONE copy of the Building Permit Application.
Yiene Pruil �
Date: * The applicant c4wst provide a Complete Explanation and/or Reason for not providin,
S e M1 � Z�z�—L ��l l�t�� all Informatlon th�t has been Required by the followin;Checkli�t�
Tak�ihane Numbcn
I, A Site Plan drawn lo scale Not Less that 60' to the inch MUS YES NO NA If You answered No or NA to any Item, Please Provide Justification Herei
show all of tlie following Items: lf you need additional room for explanations, Please Provide additional Paper.
a. Location & Descciption of Property Boundaries �
b, Total Site Acreage. _ �
c, Existing - Natural & Man Made Features withln 500 L.F. , - -
of the Site Boundary as required by§z�s-i7(c)c2). '
d, Test Hole Data lndlcating Sotl Chacacterlstics&Depth to Ground Water. � � o e.
e, Limits of Clearing & Area of Proposed Land Disturbance.
f. Existing & Pro osed Contours of the Site (Mlnlmum2'lntervals) v O o� �
g. Location of all existing & proposed structures, roads,
driveways, sidewalks, drainage improvements & utilities_ .
h. Spot Grades & Finish Floor Elevations for all existing 8� ' �.��[[�p�
proposed structures. 'tl`�'� '�' ��fl���;
L Locatioi� of proposed Swimming Pool and discharge ring. ' �'`�` ��a��ta���r���
�. Location of proposed Soil Stockpile Area(s). ���o��,���"���
k. Location of proposed Construction Entrance/Staging Area(s). � � � ���,�QO'��g��g •
I. Location of ro osed concrete washout area(s). �
[7l. Location of all proposed erosion&sedlment contcol measures. 0
2. Stormwater Ivlanagement Control Plan must include Calculations showing
that tlie stormwater Improvements are sized to capture,store,and lnftltrate
on-site the run-off from all Impervlous surfaces generated by a two(2")lnch
rainfall/storm event.
3. Details 8 Sectional Drawings for stormwater practice�are requlred for approval
Items requirin�deta�ls shall include but not be limited to:
a, Erosion & Sedirr�ent Controls. '
b. Construction Entrance 8� Site Access. �
c. Inlet Drainage Structui'e5 (e.g.catch basins,trench drains,etc.) 0
d. Leachin Structures (e. . Inflltrat(on basins,swales,etc.)
. .. ._.. .. ...._.. . .. .... . . .. .........___..---....._._._.............. ._.... .. . _ _.__._ ...._ _._ _. . .�. - -
,.., �=r)ft. F�NCaIN[:I::F'�f�G f�EPAf ' 1EN'I' USE nNLY*�"`"` � ..,..-. _ .._.___.. _..�.._.
� Additional Information is Required.
� Revie4ved & � Stormwater Management Control Plan is Not Complete.
ApprovedBy: � - - - - -` - - - - - - - - - - - - - - - - — — -
; � - - � - Stormwater Management Control Plan is Complete.
� Date: j � � � i SMCP has been approved by the Engineering Department.
.-, .
_ FORM �` SWCP Check Llst -TOS MAY 2014
�. . ��°��0�r'�o
. . .:���" ,`q -�. !� .�,t' , �; .
' Town HaIl A.nnex �R 1� Telephone(631)7fi5-1802 .
54375 Main Road {631?765- 5Q2
'' P.O.Box 1179 � •• 0 �'pQEP.richertCa��O`wn.south�01tl.f1Y.l1S
°.;,:, Southold,NY 1197I-0959 O �
���1:� l�coiJl�i`e��
3`
,��''; .
YD,`:
BUILDING DEPARTMENT
� ' � TO�VN OF SOUTHOLD
w ` APPLiCATlON FOR ELEC�'RlCRL lNSPECTION ,
��QUESi"ED BY: �`� Dat�: �"
�c�mpany Name: " � C � � � y�C .
�I�tx�e; .
L9�ense No.: � �- �
���ldress: S� �ii,�/�p��p�dp
!�hone Na � - �" aa�-
��?�SlTE fNFORMATION: (*Indicates required information)
�'�fame: �...�'�.�Gt,t,l,C'�..
*,��dress: ao25 �I�N'� ��.�� ��. ._ T �y //c�s�- .
*��oss�Street:
��'hone No.:
�:��rr�it No.. 3 �
T�.���Map District: 1000 Section:�� Block: p � Lo#: �a_
*��IEF DESCR�PTION OF WORK(Please Print Cleariy) � �
- - 3� s��(�-Q��_� ��o� �. � A-I�-� .�1� �c--P,c,c:CZ_ -
F.. . ,
a' 'u;.��, � '
�'�"���`�se Circle°Al1 That AAp�Y) - .
*p;.�,�•:,z
;..�,;�ob ready for inspection: YES / NO Rough in Final
'�E?o•you need a Temp Certtfica#e: �/ NO � �
T��p Infarmation{If needed} '
��Prvice Size: 1 Phase 3Phase 140 150 20Q 340 350 . 400 Other
i• :"- - -
*�,�Aw ge '�t,�: r] ���, ��.�--cinn,ec � xide groun umber of Me#ers Change af Service Overhead
' ' � 1 �
A�r���ion lr�f� i�n. i i PAYMENT DUE WITH APPUCATION C ��'O�
._. �,.�, �
� , � i u Z�
�
^ _ - � 2��0�
: I 3LD�. DEFf
�89-Reqt�est�fnrJnsp'��ai�. n r� i T�����
i�,... .,
CONSENT TO INSPECTION
VI�J`���� � 9� /��,�� .L�c-7'C�UG/ ,the undersigned,do(es)hereby state:
Owner(s�Name(s)
That the undersigned(is)(are)the owner(s)of the premises in the Town of
Southold,located at �� �/i�d�Q� �� ,
which is shown and designated on the Suffolk Coun Tax Map as District 1000,
Section /d0U,Block /� ,Lot O/-/d • .
That the undersigned(has)(have)filed, or cause to be filed,an application in the
Southold Town Building Inspector's Office for the following: ,c�euJ s�,9�g/� ��D-
�,���y �'�s<de�ic� W�fh 9a�a9e, �Qr�h.
That the undersigned do(es)hereby give consent to the Building Inspectors of the
Town of Southold to enter u�on the above described property,including any and all
buildings located thereon,to conduct such inspections as they may deem necessary with
respect to the aforesaid application,�ncluding inspections to determine that said premises
comply with all of the laws, ordinances,rules and regulations of the Town of Southold.
The undersigned,in consenting to such inspections, do(es)so with the lrnowledge
and understanding that any information obtained in the conduct of such inspections may
be used in subsequent prosecutions for violations of the laws,ordinances,rules or
regulations of the Town of Southald.
Dated: (� � �
� ` (Signature)
�� C1,��G 1
��Pri t�1
�
�
.(Signature) ,
- �05cC�t� LtL-��c�C.1
� ' (Print Name) '
����pF SO(/py��o
Town Hall Annex � Telephone(631)765-1802
54375 Main Road � � Fax(631)765-9502
P.O.Box 1179 G � �
Southold,NY 11971-0959 '�Q �
��coU�,�� ,
BUILDTNG DEPARTMENT
TOWN OF SOUTHOLD
May 19, 2016
Custom Modular Homes of Long Island Inc.
1601 CR 39, Unit 6
Southampton, New York 11968
RE:LaFauci,225 Windward Road,Orient;Note: Before the Certificate of Occupancy can be issued your Architect
or Engineer must certify the rough plumbing and plumbing was constructed per New York State Code.
TO WHOM IT MAY CONCERN:
The items marked below are required to obtain your Certificate of Occupancy.
Application for Certificate of Occupancy. (Enclosed)
Electrical Underwriters Certificate.
A fee of�50.00.
Final Survey with Health Department Approval.
P�UIT1bG'I'S SOIdGI" CeC'tlf Cat@. (All permits involving plumbing after 4/1/84)
Trustees Certificate of Compliance. �ToW� T�ustees#�ss-�ss2�
Final Planning Board Approval. (P�anning#7s5-1938)
Final Fire Inspection from Fire Marshall.
Final Landmark Preservation approval.
Final inspection by Building Dept.
Final Storm Water Runoff Approval from Town Engineer
BUILDING PERMIT: 39480-Z New Dwelling
CONSENT TO INSPECTION
V(��ef��� � 9� (�,�� Lcc.�CU/G/ ,the undersigned,do(es)hereby state:
Owner(s)Name(s)
That the undersigned(is) (are)the owner(s)of the premises in the Town of
Southold,located at � �/i�tdr,�lQ/� /�OCe,n� ,
which is shown and designated on the Suffolk Coun Tax Map as District 1000,
Section /DOU,Block /9 ,Lot O/-/.� • .
That the undersigned(has)(have)filed, or cause to be filed,an application in the
Southold Town Building Inspector's Office for the following: �t/euJ Si�q/P ��D-
���/'U /"e5<�le�c� u��fh 9a�aqe, �vr�h, -
That the undersigned do(es)hereby give consent to the Building Inspectors of the
Town of Southold to enter upon the above described properry, including any and a11
buildings located thereon,to conduct such inspections as they may deem necessary with
respect to the aforesaid application, including inspections to determine that said premises
comply with all of the laws, ordinances,rules and regulations of the Town of Southold.
The undersigned,in consenting to such inspections, do(es)so with the knowledge
and understanding that any information obtained in the conduct of such inspections may
be used in subsequent prosecutions for violations of the laws,ordinances,rules or
regulations of the Town of Southold.
6
Dated: 6 � �
� � (Signature) .
� Ci,�GUJG I
•�P� t�v ^
.(Signature) ,
��s�.l�e, L2��c'L�
(Print Name)
CUSTOM MODULAR HOMES OF
LON� ISLAND, INC. �
1601 County Road 39 Email: �h�r�fo o,aolecom
Suite 6 ' TELE (631) 726-9300
Southampton, NY 11968 FAX (631) 726-6432
Barry Altman,President Steve Crraboski,Vice President
o L�CyL�OdL�
July 14,2016 D
JUL 2 1 2016
Town of Southold Buildang Deparhnent �UII.DING lAEPT.
54375 Route 25 �3'��I''S�LITBEOLD
PO Box 1179 " '
Southold,NY 11971 �
Re: Joseph A. and Rosalie LaFauci
' 225 Windward Road
Orient,NY
Town of Southold Permit#39480
To Whom It May Concern:
Attached please find the remaining paperwork necessary for a Certificate of Occupancy to be issued to
the above mentioned property owner prepared by Nicholas A. Vero,Architect for the water testing.
Should you have any questions,please do not hesitate to contact our office.
' Your assistance to the above will be greatly appreciated.
. Very truly yours,
Custom Modular Homes of L.I., Inc.
Attachment ,
� � _ ` " ', _ ��. '" �
• ^ Ft 5
� 1 �{//J/7
`�.._.-1 • �'^.�.•'� V �
� ' � 7'01lVN AF��.SOU1'H�LD PROPERTY ��:RECORD �AItD i��-- �
� �"��:� •- / � � � �- g�.,�_�, , - . , _ . ,
', OWNER -- , ' ' STREET �� � • VILLqGE � � " DIST. SUB. LOT �
�f�5��� "i.� � �,/�� 1V� •� � d' -'Ir.�.��/t- •r i�� $ ',� ,u*, � /t , rt
i ,�!1����-�:��,05, _����-1�.(;�,. `C:f �::��������t�.o..- ��:� f��h�� t;r�� � � _ . -� ���f �� ��"� e�c���a- r�,.� �
FORM„�R �OW ER �� ' {�•. � ��' ,:=; N �'��`"; � � E , ACR. ``�
� �?'c�<�<'...� .�,.,�t'�_��� a}�.�����S;��Y'r�'.`�f`� �"����.��� f=�.�� .��
� � i
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. . , �. ,�',I .r_ :;`�Y Sd.;,. = ' -
,,=,_,,.� ""'�:LGe r.
; • COLOR. �='� ' `'� Y`�'.�' ., . ; TRIM
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'M. Bidg. ` ���:.:?�3 ,'.. �t'� ` ` _.4 #r .
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� 3`�1:(p e ='„��:? � . . -[ -" .-� _ _. - ,
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'�GT�4��L'�t ° -
" „ e�-��,.�.y�.^. 'a� - �" , ��. "'�,;`l , .
� Extension lZ 'Kt�o � �.`��� � �- ''��- _
q: �s �2C�''�- . {= � '�
�' Extension \���.i 3� ��.3,� ��i�Z�- , . - . . � `: ' 1� 2�v�-
���a:C' t�.�.�et '� '3 tr.� �
�� �"T � �- �� t,��,� - Foundation Bath `� Dinette � /
`�x'��.� :W- �t t�� .�. "`-k �`,� \l ,�
'Porch � ���`�,'' � �� Basement �''.��1 Floors - K. f f
Porch `� K-`i�'�" �� '���`` ��, -�, ' Ext. Walls ' Interior Finish LR. �
M...� ti :: 2..�„. " `c�. s
Breezeway - ' Fire Piace � - , ����,� ��,� � Heat DR. ,� �
'�� '�2�-' � �� Type Roof Rooms 1 st F I oor B R. � 3
•Ga ra e -� ,�
� g `�1C 2,£� .'`Z� �w,
; Patio �j �Ox�?�.�,� �'`��`�" '�� � Recreafion Room Rooms 2nd Floor = FIN. B
/ �YCC:���'' .,�'cE,"�r�- t�Q=;'•,�-,r»r�`w'^�t� .. '
p, g, . �"x C�;.'� �;�,�;�,.�':�(e�i� ' Dormer Driveway � � �
�Total2r.����r�.'"�c,'�.:- .�,�r„`��, .��k;''' �t0��, `' y=;
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� '
;�
' ` SURVEY OF PROPERTY
SITUATE
ORIENT
�ESSP°p5� TOWN OF SOUTHOLD
c�SPoo�—�—� SUFFOLK COUNTY, NEW YORK
S.C. TAX No. 1000-19-01-12.4
SCALE 1"=40'
��$�P LB11@(�� ��J�'��� ��,� O � AUGUST zs, i ss i
-- ,.����� �`!�'h� I WELL JULY 24, 2006 UPDATE SURVEY
�����k �����yr����t. �������h a5 � 286.76� s�AKE AUGUST 24, 2007 UPDATE SURVEY
��� DWELLING MARCH 22, 2010 ADDED PROPOSED HOUSE
���� ���-5�Ou1, �� ���r� ����� 5o s N MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
u ��
�� ��!�GSd(��� ��� I 86°29'L�O�� E -- MARCH 25, 2014 REVISED PROPOSED HOUSE
eC`tior���� � (� ��
FouNo � � � IS' AGGESSORY SETBP�GK c� - -- � � APRIL 14, 2014 RELOCATED PROPOSED HOUSE
� JULY 31, 2014 REVISED AS PER S C.D.O H.S.
�".\ n -�-
_�!—_----_
�� Z I --- r � O AREA = 49,408 sq. ft.
y� � Z I � , I W 1.1343 acres
N � e I N � O O NOTES
O W d ° � ° �h� � � ' 1. ELEVATIONS ARE REFERENCED TO AN ASSUMED �ATUM
� I . EXISTING ELEVATIONS ARE SHOWN THUS:50 0
W � � o d '� . I 2 MINIMUM SEPTIC TANK CAPACITIES FOR 5 BEDROOM HOUSE IS 1,500 GALLONS
O o e �p m 1 TANK, 8' DIA. 5' LIQUID DEPTH
N I �-Y^\ q ' � 3. MINIMUM LEACHING SYSTEM FOR 5 BEDROOM HOUSE IS 400 sq ft SIDEWALL AREA.
° n ; � Sz pCS.�' 2 POOLS; 8' DEEP, 8' dia.
� a � � ��. v C �O� Q�\
V a I I � 133b0;PROPOSEO FUTURE EXPANSION POOL
C W I � � �2'v�'
C O I IOO O� 4 .Q� 2 n �PROPOSED 8' DIA. X B' DEEP LEACHING POOL
Wp��S���o =� I ° �'O� A 136�� � � �pROPOSED 1,500 GALLON SEPTIC TANK
qkf o 2 �� o
� I 102.0� GS� �" I >� ��' 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD
o � A Y� � OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS.
TELEPHONE z� �. Q O 'S' n
BOX 'm'� I� � �U�'F�LFC COUNTY D�PARTI��Pd� CF� �ALB F`t�E�E� 5. LOT NUMBERS SHOWN THUS O REFER TO MAP OF MINOR
"p
gtL �o e a Cy G�GS� o� � SUBDIVISION MADE FOR FRANK STILLO.
n� I �4j� ���F?�,96� i=QR F�RPR�1/A!.OF C�NST I.JC�oO� ��Pg 6. LOT NUMBERS SHOWN THUSO, REFER TO MAP OF MINOR
� � �1 � p� �f � SUBDIVISION MADE FOR PETER SLEDJESKI.
� � � TEST HOL� °�d �-v� � �OIVGL� �A��ILY !1E✓� �MCC OI�LA a
�3 Z � W a � soa �.,��_: ,a �AUG Z 5 2�14 � � T ST HOLE DATA
� i a a �
a �j ES HO DUG BY McDONALD GEOSCIENCE
ti.`� � a � a { L. � �, /f ��� ON ULY 73, 2006 AT 9 30 AM)
4 � a d / e . 6a:'.�s�. i�. li:P. �'a�. !� EL 503'
s d a ry ` � �o� �
DARK BROWN SILN LOAM OL
i-err ir+JL'�L"3 �•
I� lo u, I ° PROP GRAVEL DiZIVEWAY �� `�'�`�'P BROWN SILT ML
m rN�.l� d p �
�����1 �9���������o��MON 9 � a ia ��$�g� �,�a;�'h- � � �r ��z�c;.:s ,.
(�e ■�@� ?,{'�6 D CM ry � /� ry y�r r /�r ry 1
! �� ��'"���� �Y�� � 3.Jr0� 3,N �•"`•'g�,•�'••1'-' "_1�i i"t :.. �:ttl'�� �z'�'�l,�d+l LJA!L: r ft1��RU`�t�.F.. ' BROWN CLAYEY SAND WITH 20%GRAVEL SC
s� �g g�p�p �� ������ 3 w
�� ��3.73��9 B ����N d.B I��� � d � FOUND ��������� '�.' _....�.,..e_._....._....._� __•__• PROPOSED � ....__..._ . . .
s'
a / �oNN M 8 6 41 �OO�� ROW OF EVERGREEN TREES 7 eN�� WELL � a a
95 J
o � � W ° °
192.18' N i�4°39
� DWELLING �O CM a, a
p (CESSPOOLS OVER 150�� , O�� 5� pD2'N °a PREPARED IN ACCORDANCE WITH iHE MINIMUM
� .� � � , W 0 2�W a BROWN FlNE TO COARSE SAND $7q�.�DARDS FOR TITLE SURVEYS AS ESTABLISHED
0
BY THE LIA LS AND APPROVED AND ADOPTED
N � n � a � FOR SUCH USE BY THE EW YORK STATE LAND
� /.� � o �CES �We ` TITLE ASSOCIATI
.� ��� T SPpOCS`p�� � �8, Jr, '° ��(��'f.'�''�.S'r,,��.
/ Z 5p, EL J61�
/ m ���F R i ) � iaz' �����' ,�V�.i�'�(.r.�``��✓���:y
O S t ,;k. :t�'"
CM / I A O WATER IN BROWN FINE TO COARSE � . ¢,?„' 9
, � � SAND WITH 20%GRAVEL'�SW� � � � .p`7f ��45, `�
��� �M / 17' '.�`.^�Y4 Sl'ly`i_ -' �.y Z
NEXISTING ` .�,,����-rJ„, �� F -+�
rSR 2 "O�I� WELL � ;� N Y Lic!No 50467
, _ S) �Cl a,
��� �� �/ �� UNA ORIZED ALTERATION OR ADDITION �
- . � • t ' TO IS SURVEY IS A VIOL4TION OF
� SECT N 7209 OF hIE NEW YORK STAiE � � ,
. � ' EXISTING Eouc noN uw }h d
- WELL ' N�`I I� �� rwin I'I
A__Rr1INACE SYSTEM CALCULATIONS ' AU(! 1 � ��111► coai OF THIS SURVEY MAP NOT BEARING
V �� •t THE ND SURVEYOR'S INKED SEAL OR Lan rveyor
EMBO SED SEAL SHALL NOT BE CONSIOERED
ROOF AREA: 2,030 sq ft •'- TO 8 A VALID TRUE COPY
2,030 sq. ft. X 0.17 = 345.1 cu. ft.
573 cu. fi. / 42.2 = 8.2 verifcal ft. of B' dia leaching pool required i �"��,/�0.H�,TW���VI�� I CATIONS INDICATEO HEREON SHALL RUN
V V LY 0 THE PERSON FOR WHOM THE SURVEY
PROVIDE (2) 8' dia X 5� high STORM DRAIN POOLS PR PARED,AND ON HIS BEHALF TO THE
/�-.��' CERTIFIED TO: � OMPANY, GOVERNMENTAL AGENCY AND Title Surveys - Subdivisions - S�te Plans - Construction Layout
PROPOSED�B' DIA. X 5' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: � > JOSEPH A. L4 FAUCI LENDING INSTITUTION L15TE0 HEREON, AND �
� � TMIONE CERTIFICATIONS ARE NODING�INFEIR4BLE PHONE 631 727-2090 FOX B31 �Z�I-17Z7
ROSALIE La FAUCI ( ) ( )
LAND AMERICA COMMOI�WEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS
i OFFlCES LOCATED AT MAILING ADDRESS
TITLE No. RH073010,04 AND/OR EASEMENTS OF RECORD, IF
i ANY, NOT SHOWN ARE N0T GUARANTEED. 1586 Main Road P 0 Box 16
' Jamesport, New York 17947 Jamespart, New York 11947
i _
. y
� t ;
)
�D'�'�� `+���I�.l��� �� ���.t��3��p �a�b�'��t� �R�if'�1. i)�ili;���'1 �'�5'(�C�l� � . , . SURVEY OF PROPERTY
��� � fl�`����� �`��r������'.1�9 �F ,�� � Y'��iL����� i��d�.,� A PAGE 1 OF 2
i �n9�11?��}�`� �lp)�.l.l,'`L'�Nili3�`� o�Ui`�1� �3R,l�i`t.1�UE: ����'iP� m �o ` SITUATE
��S�I�IV ���� �� �����VL�N ��� �1 'I�'N ��'�rGV������J . �� ORIENT
-p O
� G�SSPO�� �/ A d� TOWN OF SOUTHOLD
,..0 0� -� SUFFOLK COUNTY, NEW YORK
���'i�pJL ��' tAI �F ���°'�i���'�'��C:.Z'i ° � a o
�ESSpO a y o S.C. TAX No. 1000-19-01—12.4
� � i'l� ►V��''� '���`�i G� ' ��L.'P� �l'� �`��s�O ts x rn� SCALE 1"=40'
5 =� �co i AUGUST 26, 1991
����`�.j�� fj.� �9P,��y �b� �:t�,t�`� y b wELL JULY 24, 2006 UPDATE SURVEY
��'� '���� �' !� � rv DWELLING rn� z� � 2g6,76� S�qKE AUGUST 24, 2007 UPDATE SURVEY
MARCH 22, 2010 ADDED PROPOSED HOUSE
�°��'��`t� ���`���, ^ sos MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
> » E cn
� � el� I� N I g 6'29 40 - ' _
49 6 I� m � MARCH 25, 2014 REVISED PROPOSED HOUSE
GK � ' — � � APRIL 14, 2014 RELOCATED PROPOSED HOUSE
�\ y F�pIPE , 30.00' �� I5' AGGE550RY SE _ _.�---'- p0 JULY 31, 2014 REVISED AS PER S C D O.H.S
— � �, - I O DECEMBER 8, 2014 ADD STORMWATER MANAGEMENT PLAN
O D I --
y� � Z � � '��� I W AREA = 49,408 sq. ft.
� o a � � ,� ' O �� 1.1343 acres
p W ° ° ° /// �� � 1. ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM
W � a I Q � A � I EXISTING ELEVATIONS ARE SHOWN THUS 50 0
� �
' d 'P m 2. MINIMUM SEPTIC TANK CAPACITIES FOR 5 BEDROOM HOUSE IS 1,500 GALLONS.
o a .d� `,a � � 1 TANK; 8' �IA. 5' LIQUID DEPTH
N I e ! j \ O �� 3 MINIMUM LEACHING SYSTEM FOR 5 6EDROOM HOUSE IS 400 sq ft SIDEWALL AREA
O a � Q ����i �- ��S'�� -1O' 2 POOLS, 8' DEEP, 8' dla.
� I I ��,C,�
C ° I � 5�,c�
C O I �,O `L� �d24y PROPOSED FUTURE EXPANSION POOL
1000' d A � ��� ~
� -{� � �PROPOSED 8' DIA. X 8' DEEP LEACHING POOL
4ypo Fo� N� a �p,� 6 —136�� =z o � �
�STq/�e o= II yQ OS � _ , m O� I T �,Z O PROPOSED 1,500 GALLON SEPTIC TANK
� 102 O� ' @(�Q � � �Z-N1 A y �� 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD -
TELEPHONE �O I A d p ��'S� ❑ f . �m� � �y n� OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS.
BOX ° '� �O 'P �G , 2 � -�Z r*i "_^Z
o A a a C ,��S �Q� r� � 5. LOT NUMBERS SHOWN THUS O REFER TO MAP OF MINOR
o�L I O C) y � -.�Z=, O b SUBDIVISION MADE FOR FRANK STILLO.
s D � -o �� �'� � �D i a
{� I m� � � II �_�(1 ��-< � 6. LOT NUMBERS SHOWN THUS❑� , REFER TO MAP OF MINOR
-� � ' � z O�p I SUBDIVISION MADE FOR PETER SLEDJESKI.
< � po I 'i C TEST HOLE °�d / i ��-1 b �O7➢ L/]
� D � w � Z� so s ,vi� �� a ' �0 ��"N � TEST HOLE DATA
-Zi � ' � m� a d' , �� �Z� I (TEST HOLE DUG BY McDONALD GEOSCIENCE
00 I ° , �i � o�=i ON JULY 13, 2006 AT 9 30 AM)
W � --�------ R-�, o ; rn Z q=
a n N EL 503' Q•
I� I� � ' � � � ��OPOSED PERVIOUS N a f m� DARK BROWN SILTY LOAM OL
� X I' �,� � � 6RAVEL DRIVEWf�a �d '�- BROWN SILT ML
O
. I '� 3
�RPPF�OVAL OF STORMWATER OIiIANAG`�`�MON so.ii'°� �A - --___---- ,',�soo- . .
CONTRO P Fo cM � � N • -
BROWN CLAYEY SAND WITH 20%GRAVEL SC
nCod � er236 s.so• �� ��������������� 3'N 03�W 5,0 ?, �
0
Date: I � `� / FOUND PROP05ED J � 6,
� CONC MON ROW OF EVERGREEN TREES 7 g SCE,, WELL � a a
Approved by: f a� �� o < �/ N 8 6 41 '0 0" W ' � a
192.18' N j4a3 �M a� <
�ti / ' DWELLING 9° O�� FD e a PREPARE ACCO CE k��THE MINIMUM
(CESSPOOLS OVER 1 SO�� � �z N BROWN FlNE TO COARSE SAND q���� 7 l
O � 'N'� r O �/�/ p 2'W a WITH 209 GRAVEL SW S T A N D�� $�1(�,_ S .�B L I S H E D
" � � � p _ BY ��PH${I Ly OPTED
/ ti ^ � � e R 9 T VO f�'y S 7 y LAND
.� �C�°i `° DRAINAGE IWSPECTIOfdS ARE iBEQIJIRED m ' �CESSPp�Cseo�� 1 �8. 5� ,a � < ' �T� �o���'�,� ���pd
/ • ContaU TOS Engineering at 7fi5-1560 before � , N/%., 'Sp� EL 361' �� � � �
� m �
FD � �ackfill, OR Provide Engineer's Certification M�IS�q + "Z � � 3,.� � �
CM / I O WATER IN BROWN FlNE TO COARSE
that the drainage has been installed to Code. ; � SAND WITH 20� GRAVEI SW �' , � �
. �,�,
. �IAI �M �� EROSION&SEDIMENT CONTROLS ,� " �� '��� 1
,�+`
Ex�s-��I include but not be limited to: � �.��;
WELL � _T:D S Lic No 50467
' .(�R. 2�0�j� ' A well maintained Construction Entrance, � - �NA�THOR,ZEo A�TERAT,oN oR AoomoN �, u,,.'
- � TO iHIS SURVEY IS A VIOLATION OF
�re Backed Silt Fencing,stabiliaation & ', SEC710N 7209 OF 7}IE NEW YORK STATE
� EXISTING EDUCATION IAW Nathan Taft Corwin III
- Seeding of expbseti and/or inactive soii�, . wE�� COPIES OF THIS SURVEY MAP NOT BEAftING
DRAINAGE SYSTEM CALCULATIONS - I� THE LAND SURVEI'OR'S INKED SEAL OR
ROOF AREA' 2,030 sq. fi EMBOSSEO SE4L SHALL NOT BE CONSIDERED Land Surveyor
TO BE A VALID TRUE COPY
2,030 sq. ft. X 0 17 = 345 1 cu. fi 4 CERTIFICATIONS INDICATED HEREON SHALL RUN
573 cu. ft. � 42.2 = 8.2 verfical ii. of 8� dia. leaching pool required i � ONLY TO THE PERSON FOR WHOM THE SURVEY
PROVIDE (2) 8' d�a. X 5' high STORM DRAIN POOLS �� ' IS PREPARED,AND ON HIS BEHALF TO THE
CERTIFIED T�: � 71TLE COMPANY, GOVERNMENTAL AGENCY AND TIYIE' Surveys - Subd�visions - S�te Plans - Construchon Layout
PROPOSED 8' DIA. X 5� DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: �_�/ JOSEPH A. LQ FAUCI LENDING INSTITUTION IJSTED HEREON, AND
�� TO iHE ASSIGNEES OF THE LENDING INSTI-
ROSALIE LO FAUCI � . NTION CERTIFlCATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 FOX (631)727-1727
_ LAND AMERICA COMMONWEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS
TITLE No. RH07301004 AND/OR EASEMENTS OF RECORD, IF
, ; ANY, NOT SHOWN-ARE NOT GUARANTEED. 1586 Main Road P 0 Box 16
ii Jamesport, New York 11947 Jamesport, New York 11947
f� -
SITE PLAN FOR
STORMWATER MANAGEMENT NOTES: � � QUALITY CRAFTED HOMES
1. ANY WORK OR DISTURBANCE, AND STORAGE OF CONSTRUCTION ' � PAGE 2 OF 2
y MATERIALS SHALL BE CONFINED TO THE LIMIT OF CLEARING ' ' DETAILS
AND/OR GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. ,
2. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, � STEEL OR WOOD SURVEY OF PROPERTY
A CONTINUOUS LINE OF SILT SCREEN (MAXIMUM OPENING OF EXTRA STRENGTH FILTER FABRIC ; Pasr (TYP.) SITUATE
U.S. SIEVE #20) SHALL BE STAKED AT THE LIMIT OF CLEARING REq'D wirHour WIRE MESH suPaoRr
AND GROUND DISTURBANCE SHOWN ON THE APPROVED P�,r,s. ORIENT
` THE SCREEN SHALL BE MAINTAINED, REPAIRED AND REPLACED AS �o' MAX. O.C. SPACING
OFTEN AS NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL W/ WIRE SUPPORT FENCE TOWN OF SOUTHOLD
DISTURBED AREAS ARE PERMANENTLY VEGETATED. SEDIMENTS s' MAX. O.C. SPACING
TRAPPED BY THE SCREEN SHALL BE REMOVED AWAY FROM THE W/0 WIRE SIJPPORT FENCE , � SUFFOLK COUNTY, NEW YORK
SCREEN TO AN APPROVED UPLAND LOCATION BEFORE THE •' • '� ` '� • S.C. TAX No. 1000-19-01-12.4
SCREEN IS REMOVED. •' � �LOW SCALE 1"=40'
3. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, ..�,.�-., '�`� AUGUST 26, 1991
A CONTINUOUS ROW OF STAKED STRAW OR HAY BALES SHALL ' ' JULY 24, 2006 UPD,4TE SURVEY '
BE STAKED END TO END AT THE BASE OF THE REQUIRED SILT � '�:• �. :, auGUST 24, 2007 UPD,aTE SURVEY
SCREEN AT THE BASE OF THE REQUIRED SILT SCREEN. THE BALES � �ATTACH FILTER FABRIC SECURELY MARCH 22, 2010 ADDED PROPOSED HousE
SHALL BE MAINTAINED, REPAIRED AND REPLACED AS OFTEN AS IS . ' � ' ro UPSTREAM SIDE OF POST MAv 7, 2010 nDDED RELOCATED PROPOSED HOUSE
NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL DISTURBED � � � MARCH 25, 2oi4 REwSED PROPOSED HOUSE
AREAS ARE PERMANENTLY VEGETATED. THE AVERAGE USEFUL LIFE // � �\�\� ;'�:�`\��\�\� �\ A,1ULY 3��, 2oi4 REV�SEDEASPPE�R�SCDOOUSE
OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAPPED BY THE BALES /\\�\\��\���� �� ��/��/��// �SILT FENCE DETAILS
SHALL BE REMOVED AWAY FROM THE BALES TO AN APPROVED DECEMBER 8, 2014 ADD STORMWATER MANAGEMENT PtAN
UPLAND LOCATION BEFORE THE BALES THEMSELVES ARE REMOVED. Nor ro scn�E
4. STRAW BALES SHALL BE RECESSED TWO TO FOUR INCHES INTO THE GROUND. - I
5. SILT SCREEN SHALL BE RECESSED BY TRENCHING SIX INCHES INTO THE GROUND. NOTES: SILT FENCE SHALL eE PLncEo PARALLEL TO SL'OPE CONTOURS TO 50' MIN
6. LEADERS AND GUTTERS THAT EMPTY INTO DRYWELLS SHALL BE INSTALLED MAXIMIZE PONDING EFFICIENCY INSPECT AND REPAIR SILT FENCE AFTER I OR TO BE SUFFICIENT TO
ON THE PROPOSED RESIDENCE. EACH sTORM EVENT AND REMOVE SEDIMENT WHEN NEC:ESSARY. REMOVED Z KEEP SEDIMENT ON SITE
SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW � HAY BALES AND/OR
7. ALL PROPOSED SWIMMING POOL DISCHARGES SHALL BE DIRECTED TO DRYWELLS. OFF-SITE TRANSPORT w i SILT FENCING
8. PROPOSED DRIVEWAYS MUST BE CONSTRUCTED OF PERMEABLE MATERIALS • 'aa
OR IF PAVED, BE EQUIPPED WITH DRAINAGE SUFFICIENT TO PREVENT RUNOFF ,�
FROM BEING DISCHARGED ONTO THE ROAD OR OFF-SITE. 3a" HIGH POLE (Mnx.) �
9. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT SHALL BE sTEEL oR W000 Posr o � , q
SEEDED WITH AN APPROPRIATE PERENNIAL GRASS, AND MULCHED WITH STRAW F�aW HAY BALES 2"x2" STAKES � W �"y Z
IMMEDIATELY UPON COMPLETION OF THE PROJECT, WITHIN TWO (2) DAYS OF �- TWO EACH BALE) a � ----- �
--------------------
FINAL GRADING, OR BY THE EXPIRATION DATE OF THE BUILDING PERMIT, FLOW � � �� �
WHICHEVER IS FIRST. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE Q
VEGETATIVE COVER IS ESTABLISHED. IF SEEDING IS IMPRACTICAL DUE TO GRADE
TIME OF YEAR, TEMPORARY MULCH SHALL BE APPLIED AND FINAL SEEDING COMPACTED
BAC K FI LL
PERFORMED AS SOON AS WEATHER CONDITIONS FAVOR GERMINATION ��\��\ ��\��\��� S , DRAINAGE
AND GROWTH. %j�/j ;:__%�/j�/ �OpF :� INLET
�� VEGIETATIVE COVERI WITHOCONTIGUOUSINUNVEGETAMEDI AREASFNO LARGER � /\\��%\ � �\\�\\ � HAY BALES AND/OR
i \ \��/�\� � SILT FENCING
THAN 1 SQUARE FOOT IN SIZE. • �� ��//�����
11. ALL CONSTRUCTION ACCESS WAYS SHALL BE RAISED SUFFICIENTLY AT THEIR N �\ �\�� a" x s" rRENCH �•
SITE ACCESS LOCATIONS WITH THE EXISTING ROADS, TO PREVENT RUNOFF /i\� //�� w/ COMPAcrEo PLAN VIEW
OF WATER, SILTS AND SEDIMENTS FROM BEING DIRECTED OR DISCHARGED ONTO BACKFILL BALES TO BE SET
THE ROAD. A NON-LOAM BASE MATERIAL, SUCH AS CRUSHED STONE, GRAVEL, IN 4" TRENCH
OR RECYCLED CONCRETE BASE, SHALL BE PLACED ACROSS THE DRIVEWAY OR TRENCH DETAIL ELEVATION
CONSTRUCTION ACCESS WAY AT THE ACCESS POINT ALONG THE ROAD. HAYBALE BARRIER � INLETS I
(NOT TO SCALE)
, (NOT TO SCALE) ROAD EXISTING GR4DE
NOTES: � HAY BALES AND/OR
TO BE USED WHERE TOPSOIL IS NECESSARY FOR 1. AREA CHOSEN FOR STOCKPILING OPERATIONS SILT FENCING
REGRADING & VEGETATING DISTURBED AREAS. SHALL BE DRY AND STABLE. � CONSTRUCTION ENTRANCE BASE OF
TEMPORARY STOCKPILE STABILIZATION MEASURES INCLUDE 2, MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:�. COMPACTED 3/4" STONE BLEND
VEGETATIVE COVER, MULCH, NONVEGETATIVE COVER, AND OR NYS oor APPROVED RCA
PERIPHERAL SEDIMENT TRAPPING BARRIERS. THE 3. UPON COMPLETION OF SOIL STOCKPILING, EACH FILL TO 18" MIN ABOVE EXI5TING
HA� ALLOW FOR DRAINAGE
PILE SHALL BE SURROUNDED WITH EITHER SILT TYPICAL STORMWA �,��^ �
STABILIZATION MEASURE(S) SELECTED SHOULD BE FENCING OR STRAW BALES, THEN STABILIZED WITH (TO?S TO BE TRAFFIC BEARING) CRO�S T �f���
APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, VEGETATION OR COVERED. � �
AND REQUIRED PERIOD OF USE. � �NOT TO SCALE� �°� �-
2 SLOPE OR LESS CAST IRON INLEf FRAME & COVER (FLOCKHART #63518 1YPE 6840) TEMPORAR CO� ���� CE
1 FINISHED GRADE OR 6" THICK REINFORCED CONC COVER (N � SC � �
STABILIZE ENTIRE PILE �, � �, �, a" TRAFFIC BEARING SLAB �-0 � � � �
WITH VEGETATION OR COVER �"1O"� ,�� � ,v� �
� �L � �L � �L ` � Y z'`''I
PIPE FROM ROOF GUTTERS _�,__x ���
� � �L � �L � � �L 8—� ��.
� � � � � � � �
CRUSHED 3/4" — 1-1/2" STONE
o ALL AROUND � `Y Lic No 50467
� � � � � � � � �
� � � � � �, � � � � � � LEACHING RINGS -�"�
no REINFORCED PRECAST CONC Nathan Taf�Corwin III
3'-0" 4000 P51 � 28 DAYS 3�_Q.�
�L �L �L � �L �L �min) 4�� (min) -
� � � � � � � � Land Surveyor .
� E Successor To Stanley J Isaksen, Jr L S
Joseph A Ingegna L.S
STRAW BALES OR SILT FENCE . ' GROUND WATER
Trtle Surveys — Subdivisions — Site Plons — Construcfion Loyout
PHONE (631)727-2090 Fax (631)727-1727
SOIL STOCKPILE OFFICES LOCATED AT MAILING ADDRESS
1586 Main Road P 0 Box-16
(NOT TO SCALE) ' Jamesport, New York 11947 Jamesport, New York 11947
� - SURVEY OF PROPERTY
- SITUATE
`� ; ORIENT
� � ' TOWN OF SOUTHOLD
�ESSP°p5 , �� �I � � ( � � SUFFOLK COUNTY, NEW YORK
c�sPooS�"O I ` , 1 - - S.C. TAX No. 1000-19-01-12.4
����? SCALE 1"=40'
� - AUGUST 26, 1991
O JULY 24, 2006 UPDATE SURVEY
�I 5 � �WELL � AUGUST 24, 2007 UPDATE SURVEY
�� � DWELLING 2$6.76� STAKE MARCH 22, 2010 ADDED PROPOSED HOUSE
n � sos MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
� _ — N MARCH 25, 2014 REVISED PROPOSED HOUSE
� � ass � el� IrnN I 86�2g�40�� E O JULY 31, 2014 REV�SEDEASPP�R�SC.DOOUSE
�\ y F�pIPE , 30.00� � I � pp DECEMBER 8, 2014 ADD STORMWATER MANAGEMENT PLAN
o D I II W MAY 10, 2015 FOUNDATION LOCATION
ti� Z Z I �� p
� o � ° � I� � AREA = 49,408 sq. ft.
W � a � I ! 1.1343 acres
I r�
0 o e ,
0
N I
o < � '
- u a � I ti�6 `'?,. .
� O I 1001'____.--- � —_�__ `Z NOTES
,g �y, �� `� 7 ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM
z— —r 9 " 1362��—�
� EXISTING ELEVATIONS ARE SHOWN THUS:50 0
� � 1
w�Op F�U/�� _� I O.o�`C� e� � ,�—��— O 2. LOT NUMBERS SHOWN THUS O, REFER TO MAP OF MINOR
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� �, o. �a 9��F� ,�Oy � �� �� 3 LOT UBD VISION HMADE FOR PE❑TER SLEU ESKMAP OF MINOR
TELEPHBOX °�O �A �/�'L � ' =��f ��
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o� �o o� o o `Z1
a� I +� ��� � �
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� � a � ; TEST HOLE DATA D .J i I
II � (TEST HOLE DUG BY McDONALD GEOSCIENCE � �� i
� G ON JULY 13, 2006 AT 9 30 AM)
W a I ' I � EL 50 3' � 0� � ��� I 5 ��
I I'�' � DARK BROWN SILN LOAM OL
V
Im IN I� I I' � BROWN SILT ML
FOUND I FOUND I `
, CONC MON. 30,21' I CONC MON I � 3
eLDG �tPT
502 BROWN CLAYEY SAND WITH 20%GRAVEL SC ��'� l
' 3.50' 3'N 03'W � � � T��Jt l�F i��Ti��L�
e � FOU�� ��������������� 570 � J -• . ; .. .
CONC MON. ROW OF EVERGREEN TREES 7 gNsf � ''c 6'
a /� N 86 41 '00" W �
o�" ° � ° °
19 2.18' N �4 03 �M d e <
��V � DWELLING ,9� O�� FD eaa PREPA ACCOR�A T}i THE MINIMUM
- � / (CESSPOOLS OVER 1 SO�` 5�,-� �2 N BROWN FINE TO COARSE SAND
- , � � � / � O W 0 2�W a ST �D R,$fT�E S ESTABLISHED
WITH 20%GRAVEL SW g�f S`�i1ND � D ADOPTED
C� OR. �K ATE LAND
.� }S �'� � ❑ � i lcesSaoo�sE�o eR 1 �8 S <a e � T"� ��c',"���'�,
m �
cb m �5 1 m � � �
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CM / , V�j SqNDRWITH 2O�NGRAVEL SW OAR � � � 'i
�/��1 � � � ��•
"l�,G� /�� CM � I �
`y��V EXISTING 1� ' �
rS'R 2�Oi1 T WELL Y S Lic No 50467
� �11J ,
UNAUTHORIZED ALTERATION OR ADDITION
TO THIS Sl1RVEY IS A VIOLATION OF -
EXISTING EDUCATON2LAWOF 7HE NEW YORK STATE
WELL Nathan aft Corwin III
COPIES OF THIS SURVEY MAP NOT BEARING
' hIE IAND SURVEYOR'S INKED SEAL OR Land Surveyor
- I EMBOSSED SEAL SHALL NOT BE CONSIDERED
� TO BE A VALID TRUE COPY
! CERTIFICATIONS INDICATEO HEREON SHALL,RUN
� _ ONLY TO THE PERSON FOR WHOM THE SURVEY
CERTIFIED TO' IS PREPARED,AND ON HIS BEHALF TO THE
TITLE COMPANY, GOVERNMENTAL AGENCY AND T�tle Surveys - Subdmsions - S�te Plans - Construction Layout
JOSEPH A. La FAUCI LENDING INSTITUTION LISTED HEREON,AND
TO THE ASSIGNEES OF THE LENDING INSTI-
ROSALIE LQ FAUCI �. TUT10N CERTIFICATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 FOX �B3'I�7Z7-��2�
LAND AMERICA COMMONWEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS
TITLE No. RH07301�4 AND/OR EASEMENTS OF RECORD, IF
ANY, NOT SHOWN ARE NOT GUARANTEED. 7586 Main Road P 0 Box 16
Jamesport, New York 11947 Jamespart, New York 11947
i
- - � SURVEY OF PROPERTY -
� � - ' � SITUATE - -
� ORIENT �
' . o�s� TOWN OF SOUTHOLD �
��SQ� ' SUFFOLK COUNTY, NEW YORK
- - - - -- - - - c�55Poo�s� - - - - - - , , -S.C. TAX No: 1000-19-01-12.4 �
� - SCALE 1"=40'
. - AUGUST 26, 1991
� JULY 24, 2006 UPDATE SURVEY
- 5 �WEu' AUGUST 24, 2007 UPDATE SURVEY
' WOOD "
DWELLING „ 2$'6.76' srAKE - MARCH 22, 2010 ADDED PROPOSED HOUSE
. < ' , MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
. - � , ° N 86029�40„ E � MARCH 25, 2014 REVISED PROPOSED HOUSE
APRIL 14, 2014 RELOCATED PROPOSED HOUSE
UNDERGROUND � JULY 31, 2014 REVISED AS PER S C.D O.H S
�PROPANE � DECEMBER 8, '2014 ADD STORMWATER MANAGEMENT PLAN
� . �O � F�PIPE a 30.00� I II TANK CAP t�
ELECTRIC t MAY 10, 2015 FOUNDATION LOCATION
- �� z Z �METER I , W . D E C E M B E R 2, 2 0 1 5 F I N A L S U R V E Y
�� � i �A �
� e �
o v; I °o �J JSS��F,R o�� ! � AREA = 49,408 sq. ft.
- W rn o � 20 2 � S�O oRy S�(� I �
o GJ I as,��S�G� m 1.1343 acres
� o a 2sJ'�P - y'� 'L�,E�O��`' � i,
N 2, �p0. �y _
i
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� a a 4 STONE DRIVEbyAY `L�$ - ��QS �
- C v+ ' � S NOTES
C � 4 998' o— o—� � �. _�--- � -
1 ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM
W F c� r �'��O 02 � �^��O � �135 8��--�' xi EXISTING ELEVATIONS ARE SHOWN THUS
��D STUND i� I a �'�s0 Gs�j. ,p�� �'�F� ��_—-' ' O 5
2. LOT NUMBERS SHOWN THUS O REFER TO MAP OF MINOR
qkF o� I dp t^�p� o. �_--�
Q T SUBDIVISION MADE FOR FRANK STILLO.
� a "'' � � ��6 �� �� 3 LOT NUMBERS SHOWN THUS � REFER TO MAP OF MINOR
TELEPHONE �
am� I? �'y�q z'y n� SUBDIVISION MADE FOR PETER SLEDJESKI.
BOX A�l. � I� v ��i � 1 '�Z � .
D A .� y��`• 'e �. ; o-' ,�'�y ,
£� ° I o `Lo°o o F o. ;
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v —� �' • n
� y a (, ��
� � d I ' �Ep,CHING �9pF. HOUSE HOUSE
❑ D � o ° p00L No 2 ° o v �'Q<��F �R CORNER �A CORNER�B
• a \
� a I a � �EqCHING • � 38, -
W sEPTIC � a � SEPTIC TANK ��, 62,
p00L No 1 7ANK p COVER
� a v v Q v v I v d � \
a �� � LEACHING POOL
. � . a 28.5' 61'
a Q STONE DRIVEWAY a Io I COVER 1
a �
FOUND o o v a o " 745� \ LEACHING POOL
a i F I COVER 2 34.5' 47'
CONC MON 30.21' ONC MON I 4
w
3.50� �� ����� �N 03'W I WELL � ,
a FOUND ���������� !POST&, �I -
i CONC MON ROW-OF EVERGREEN TREES 1 gNse1 W�Rf FfN�e �
o�„ < � N 8 6 41 '0 0" W . , � � --�--.....,, -
,
ti�v / DWELLING 19 2.18 - N �74°39, „ OfNCf FD,CM ��+4���J�
p / (CESSPOOLS OVER 150') �, � �O I,�' � 0 2 N P A Cg F�DAN Yri" iNii����fr111
� O /�� � ❑ ` o � ✓V 0 2�W FORTH��}?�I7�;EN"�U�V� ��. Q��aY .
E hR ADp
�CFSS pWf� TITLE 5 lATION �
� •� c�� T � POp�S ov� � �8. S' . '� � , � � �
E
_ � �o/FR 1$0� _ � �� `�' .� �_ ��
i m
FD / '� OISff i- __ v
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7 h 1
/
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�SR ''60 - _ WES�TING .
. _ 2S� `�.D � _ �� �
N Y S Lic No 50467
_ UNAUTHORIZED ALTERATION OR ADDITION
- ' '"" - i TO THIS SURVEY IS A VIOLAiION OF
' EXISTING EDUCATpN2LAWOF THE NEW YORI( STATE �
� . - ;� - WE�� . Nathan Taft Corwin III
. � COPIES OF THIS SURVEY MAP NOT BEARING
- THE IAND SURVEYOR'S INKED SEAL OR. ���� ^�����0�
� EMBOSSED SEAL SHAIL NOT BE CONSIDERED \
TO BE A VALI�TRUE COPY V
� CERTIFICATIONS INDICATED HEREON SHALL RUN
. � ONLY TO THE PERSON FOR WHOM THE SURVEY
�- C E RT I F I E D TO: , IS PREPARED, AND ON HIS BEHALF TO THE
, . � TITLE COMPANY, GOVERNMENTAL AGENCY AND Title Surveys - Subdmsions - Sde Plans - Construction Layouf
JOSEPH A. LO FAUCI ' LENDING INSTITUTION LISTED HEREON, AND , ,
+ TO THE ASSIGNEES OF THE LENDING INSTI-
� ROSALIE LQ FAUCI ' TUTION CERTIFICATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 Fax �F731��Z�-17Z�
, LAND AMERICA COMMONWEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS
- TITLE No. RH073010�04 AN�/OR EASEMENTS OF RECORD, IF
ANY, NOT SHOWN ARE NOT GUARANTEED. 1586 Main Road P 0 Box 16
� Jamesport, New York 11947 Jamesport, New York 17947 �
- . . -
` ' �
SURVEY OF PROPERTY
SITUATE
, ORIENT
� TOWN OF SOUTHOLD
cE55P��s
SUFFOLK COUNTY, NEW YORK
G�SSPoo��--O S.C. TAX No. 1000-19-01—12.4
SCALE 1"=40'
� AUGUST 26, 1991
� O ' �wELL AU G U ST2 24?2007U U PDATES SU RVEY
�
� DWELLING 2g6,76� S�qKE MARCH 22, 2010 ADDED PROPOSED HOUSE
MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
� 5o s MARCH 25, 2014 REVISED PROPOSED HOUSE
' E u'
� � I�al� I�N I g6°2g 40�� APRIL 14, 2014 RELOCATED PROPOSED HOUSE
I O JULY 31, 2014 REVISED AS PER S C D 0 H S
� DECEMBER 8, 2014 ADD STORMWATER MANAGEMENT PLAN
�o � F�PP�E , 30.00' �I � MAY 10, 2015 FOUNDATION LOCATION
U]� z Z O
y� -� � II� W
, O
0 0 ° � I� � 0 AREA = 49,408 sq. ft.
W � a I � 1.1343 acres
0 0
I r*�
o a
N I
o , � ,
� a I ti�6 2�
� W ------- 2 --__ � NOTES
O � 100 t' �
''�+ 1 ELEVATIONS ARE REFERENCED TO AN ASSUMED DATUM
��' `r" � �� n �EXISTING ELEVATIONS ARE SHOWN THUS:500
� —r 9 136Z�—�� '�,1.+"'
H'Op FOU �� �O ,� 1 p �� � O 2. LOT NUMBERS SHOWN THUS O REFER TO MAP OF MINOR
D STqKE o 2 I� � �G�'L s , ,8- _-—"- =� �y SUBDIVISION MADE FOR FRANK STILLO
`� O. 2�� 5 �� �� 3 LOT NUMBERS SHOWN THUS ❑� REFER TO MAP OF MINOR �-�
� F� OG 2� SUBDIVISION MADE FOR PETER SLED.IESKI
�� o y c<`,, �o
T E L E PHONE am� Ip ��c�` � �v C�\
BOX � �,,��j. � � m� 'rj
o� I O � �' O. � b
« I � � b
lJ0 I P^1 fIr� fI1I 1((�
� TEST HOL� o. ��o U1 I I L`-. ��J � l� �1J �, ; j'�
3� D � w � so s TEST HOLE DATA yej ,i
? � ' � � (TEST HOLE DUG BY McDONALD GEOSCIENCE � i ; �
0� ON JULY 13, 2006 AT 9 30 AM) ' �� I j �
W II i V EL 50 3' 0' u �, M AY 15 ��� � �,
I I f � DARK BROWN SILtt LOAM OL I 6'�
� I
�� �� �� I
� % BROWN SILT ML
FOUND IFOUNp I
CONC MON 30.21� I CONC MON � , 3� `�L��� ;'PT
502 . ��,�i: �;I��j61��1_�
FD CM N
BROWN CLAYEY SAND WITH 20%GRAVEL 5
3.50� �� ������ 3'N 03'W 510 � . � .
a ' I FOUND ��������� Ff � s�
a � CONC MON ROW OF EVERGREEN TREES 7g Sf Q� " a
/ N 86 41 '00" J
o`" ° � W � ° °
titi � DWELLING � 92'� 8� N �4°3 ` r�E � D
p / (CESSPOOLS OVER 150') N 9'O�" I,�, FD CM °a TtW�A�� o�in�+. 5Xs n ESTABLISHED
57 0 p z�N °d P y 6E WI THE MINIMUM
BROWN FlNE TO COARSE SAND fiX
-{ �'V 0 z W WITH 20%GRAVEL SW 9Y � �7Ay�N�T�I OVE�A ADOPTED
C` � I/titi i� � y O - " TIT S3 �IA�'lbNg !f� YORK S �E LAND
�N '9
.� �( � �o m �CESSP� Se���Nc � �8 � '°a �
)"�rn � N o�eR �so) j � � � — .
/ m /��f'i EL 36 7' 14 2' � � �
FD M�ISA + �
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h SAND WITH 20% GRAVEL SW
/lij'� FD � 17� _
•�r[ T� oM �
� EXISTING a��/
WELL '"'
(SR 2�1Oi1 T q N Y S Lic No 50467
/ �1�('J UNAUTHORIZED ALTERATION OR ADDITION e
TO hilS SURVEY IS A VIOLATION OF -
SEC710N 7209 OF THE NEW YORK STATE
EXISTING EDUCATION L4W Nathan Taft Corvvin III
WELL COPIES OF THIS SURVEY MAP NOT BEARING
THE LAND SURVEYOR'S INKED SEAL OR Land �urveyor
EMBOSSED SEAL SHALI NOT BE CONSIDERED
TO BE A VALID TRUE COPY
CERTIFICAT10N5 INDICATED HEREON SHALL RUN
ONLY TO THE PERSON FOR WHOM THE SURVEY
IS PREPARED, AND ON HIS BEHALF TO THE
CERTIFIED TO: TITLE COMPANY, GOVERNMENTAL AGENCY AND Titie Surveys - Su6d�vis�ons - 9te Pla�s - Construction Layout
JOSEPH A. La FAUCI LENDING INSTITUTION LISTED HEREON,AND
TO THE ASSIGNEES OF THE LENDING INSTI-
ROSALIE LQ FAUCI � TunoN CERTIFlCATIONS ARE NOT TRANSFER4BLE PHONE (631)727-2090 FOX (631)727-1727
LAND AMERICA COMMONWEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS OFFlCES LOCATED AT MAILING ADDRESS
TITLE No. RH07301004 AN�/OR EASEMENTS OF RECORD, IF 1586 Main Road PO Box i6
ANY, NOT SHOWN ARE NOT GUARANTEED
� Jamesport, New York 11947 Jamesport, New York 11947
— 4
' - � � . SURVEY OF PROPERTY
� - SITUATE -
� � - � - ORIENT
TOWN OF SOUTHOLD
��p��5� SUFFOLK COUNTY, NEW YORK
• G�Spoo�s� S.C. TAX No. 1000-19-01—12.4
SCALE 1"=40'
O AUGUST 26, 1991
JULY 24, 2006 UPDATE SURVEY
' S weu AUGUST 24, 2007 UPDATE SURVEY
DWELLING 2g6,76� S�AKD MARCH 22, 2010 ADDED PROPOSED HOUSE
� MAY 7, 2010 ADDED RELOCATED PROPOSED HOUSE
� a ° N 860 29,40„ E N MARCH 25, 2014 REVISED PROPOSED HOUSE
APRIL 14, 2014 RELOCATED PROPOSED HOUSE
UNDERGROUND � JULY 31, 2014 REVISED AS PER S C D 0 H S.
�� D FOPPD a 30.00� � ��PROPANE �p DECEMBER 8, 2014 ADD STORMWATER MANAGEMENT PLAN
� � I �ME�ER IC i rnNK cAP MAY 10, 2015 FOUNDATION LOCATION
Uj� Z Z � DECEMBER 2, 2015 FINAL SURVEY
�� � i . �A
o � � � I �02 ��J o�to`�E� �oo� � AREA = 49,408 sq. ft.
W �, , i o�J S.� S,�oR S�c 1.1343 acres
o G I a 15 ��' f T1 .�
O � ° 2�'sP 5�� �'J��O�� - .
N `'� ��� ��
O a p a � v G�,��` O
a � < a d STONE DRIVEWqy 'L�� � SF.QS NOTES
� � d I 998' -- '_— Q - , �__— �
r v v A �• , �� '"' 1. ELEVATIONS ARE REFERENCEO TO AN ASSUMED DATUM
w�0 F�UN N� I ��'Fq��� �,�G�� o pFcpo� __�35 g_��—�— � EXISTING ELEVATIONS ARE SHOWN THUS
�STqKe o� I a q �P ����� �� Qo �--�_���—� T o Z 2. LOTSUBDIVISIONSMADE FOR SFRAONKRSTER�TO MAP OF MINOR
° F�
TELEPHONE � p� � � ,�6 �� �� 3 LOT NUMBERS SHOWN THUS O REFER TO MAP OF MINOR
BOX a oO I� a - 9,p99�� � � ,�Z n� SUBDIVISION MADE FOR PETER SLEDJESKI. _
�p fT7-I �
o� a I o �iPo �'t^ o. " r
� o `t7
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� < —� � • n
� � � I y a �
� � a I o a ��.CHING a �qTF HOUSE HOUSE
POOL No2 � 9 d �'P(�� CORNER �A CORNER�B
� a • � ° ��F �'�3
a I 4 LEACHING gEp71C I � 8• SEPTIC TANK ��, 6Z•
W p00L Nol 7ANK °
I 9a y, COVER
� u v o Q v v \
a � LEACHING POOL
a 28.5' 61�
a Q STONE DRIVEWAY a Io COVER 1
a �'
FOUND ° ° o a ° \ LEACHING POOL ,
CONC MON 30.21'a �F � �459�� COVER 2 34.5' 47' µ
....��,�__� .
ONC MON I �' �
3.50' �� ����� v�,ug 6 s:n� -
3'N 0 3'W WELL J a'e.'�� � � ,�E�9� �
FOUND ����� ApsT ,
/ CONC MON �ROW OF EVERGREEN T���� FfNC Rf �
1 e & W� F£
o�„ < � N 8 6 41 '00" W 9 S NCE � _.._-_____ -'� _ _ ,,- �, ..p -� ;
� , N ._,...�.�__.e..�_e._..._.t.. <._
192.18' ,_
titi DWELLING 74'3 , pfNC ��..� - -�_'�- - :�'i;:�"';; .,, : +..���f%i Jss:i'1�L �7 - - - -- -
p / ( ESSPOOLS OVER 150') N �O � � �. ��`N+-=' " '' ^ ,� `
C 9 e, 0 e � ..v:�:d:
_ � � / p W o 2'w __, ,,_ ,_._ ._ � �.y4`��;�� PREPARE IN AN6EylITH THE MINIMUM
� f 1 STANDAR� OR TIT SURVEY9^AS ESTABLISHED
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`� 's"'� J" "`'- ,: , � nt cr outier a�e::cies an f�.:��:� �`�.4�;,,- �
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� 2s A.D � �y�q `c� NWcl `��� �� �Y,fS Lic No 50467
-- � ` uN�nunyViORllf�E2VFpp;S'ae�$f�Rydr�oN'��R"�,Goy���lo{��' ��ry{ E�._.a � `�� .._ _.at�'� /
. S�E�VON�i�'Id9.AFNH�YORfCSTATE-3�C�C�T� ne �
- EXISTING EDUCATION LAW �"° `� ' �t���=�'" Corwin III
WELL ,__� --•— COPIES OF THIS SURVEY MAP NOT BEARING +
THE IAND SURVEYOR'S INKED SFAL OR Land Surveyor
' � EMBOSSED SEAL SHALL NOT BE CONSI�ERED
TO BE A VALID TRUE COPY
, CERTIFICA710N5 INDICATED HEREON SHALL RUN
' ONLY TO THE PERSON FOR WHOM THE SURVEY
CERTIFIED TO: IS PREPARED,AND ON HIS BEHALF TO THE
. TTLE COMPANY, GOVERNMENTAL AGENCY AND T�tlf: Surveys - Subdmsions - Site Plans - Construcfion Layout
� J 0 S E P H A. Ld FA U C I LENDING INSTITUTION CISTED HEREON,AND
TO THE ASSIGNEES OF THE LENDING INSTI-
ROSALIE La FAUCI MION CERIIFICATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 Fax (631)727-1727
LAND AMERICA COMMONWEALTH TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS
TITLE No. RH07301004 AND/OR EASEMENTS OF RECORD, IF
ANY, NOT SHOWN ARE NOT"GUARANTEED. 1586 Main Road P 0 Box 16
. Jamesport, New York 11947 Jamesport, New York 11947
���- �q � CERTIFICATE OF LIABILITY INSl9f�►NCE 12�1�0�2 4
THS CER'i1FlCATE IS ISSUED AS A MATTER OF INFORMAl10N ONLY AND CONFERS NO RIGHTS UPON THE CER7IRCATE HOLDER THS
CER7IFlCATE DOES NOT AFRRMA7IVELY OR NEGA7IVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLJpES
BELOW. THS CER7IFlCATE OF INSURANCE DOES NOT CONS7ITUTE A CONTRACT BETWEEN THE ISSUING INSURER(5), AUTHORIZED
REPRESENTAl1VE OR PRODUCER,AND THE CER7IRCATE HOLDER
IMPORTANT: If the certificate hdder is an ADDITIONAL INSURED,the pdicy(ies)must be endorsed if SUBROGA710N IS WAIVED,subject to
the tertns and conditions of the pdicy,certain pdicies may require an endorsement A statement on this certificate does not confer rights to the
cerkificate hdder in lieu of such endorsement(s}
PRODUCER NAME' Eric A Funk
ERIC A FUNR AGENCY �c No� 631 467-4747 qi�,No (631)467-5160
1919 Middle Country Rd, Ste 300A ,4oREss•efunk@eric£unkagency.com
Centereach� NY 11720 IIySURER�S) AFFORONG COVERAGE wuca
INSURER A' SOUTHWEST MARINE III
INSURED CIISTOM MODULAR HOMES OF LONG ISLAND, INC INSURER B�
1601 COUNTY RD 39 SUITE 6 INSURERC:
SOIITHP�MPTON, NY 11968 INSURERD-
INSURER E-
INSURER F
COVERAGES CERTIFICATE NUMBER: REVIS90N NUMBER:
TWS IS TO CERTIFY THAT THE POLJqES OF INSURANCE IJSTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLJCY PERIOD
INDICATED. NOTIMTHSTANDlNG ANY REQIAREMENT,TERM OR CONa710N OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WMCH THIS
CER7IFlCATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLIGES DESCRIBED HERBN IS SUBJECT TO ALL THE TERMS,
EXCLUSlONS AND COND1710NS OF SUCH POLJqES.LJMTS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
��R iYPE OFINSURANCE Ao� susR PO C EF PO CY EXP �M.fs
L7R InsR wvn POt1CY NUMBER MMIDD MM/DD
GENERAL LJABIIJTY EACH OCCURRENCE $
$ COMMERqAL GENERAL LIABILITY PREMSES Ea occurtence $
CW MSMADE �OCCUR MED EXP(Any one person) $
A PERSONALBADVINJURY $ 1 OOO OOO
�B �3122 11/6/1411/6/15 GENERAL AGGREGA7E $ 'Z ��� ���
GEML AGGREGAIE LIMT APPLIES PER: ' PRODUCIS-COMP/OP AGG $ 2 O O O O O O
$ POU CY jE a LOC $
AUTOMOBILE L1ABIlJ7Y CO N D L
Ea accident $
ANYALffO BOqLYINJURY(Perperson) $
ALLOWNED SCHEOULED BODILYINJURY(Peracadent) $
AUTOS AUTOS
NON�OWNED PROPERN DAMA E $
F�RED AUTOS q�7pg Per accidenf
$
UMBRELLA L1AB OCCUR F1�CH OCCURRENCE $
EXCESS L1AB CLAIMSMADE AGGREGATE $
DED REfENiION $ $
WORKERS COMPENSA710N WCSTATI� O'Tl-E
AND EMPLOYERS'L1A&L1N Y�N TORYLIMTS ER
M1Y PROPRETORIPARTT�RIIXECUIIVE ❑ N/A EL EACHACqDENT $
OFRCERIMEMBFR DCCUJ�ED7
(M1landatory in t� EL DISEASE-EA EMPLOYE $
Ifyes,descnbe under
DESCPoPl10N OF OPERAlIONS bdow EL DISEASE-POLICY L1MT $
DESCRIPl10N OF OPERAlIONS/LOCAl10NS/VEHCLES (Attach ACORD 101,Addii�onai Remarks SchedJe,if more space is required)
CERTIFlCATE HOLDER CANCELLAIION
i TOWN OF SOUTHOLD SHOULD ANY OF THE ABOVE DESCRIBED POIJGES BE CANCELLED BEFORE
TOWN HALL ANNEX THE EXPIRA'TION DATE THEREOF, NOTICE Vb1LL BE DELJVERED IN
54375 MAIN RD ACCORDANCE WITH THE POLICY PROVISIONS.
PO BOX 1179
SOUTHOLD, NY 11971-0959 AUThiOPoZED REPRESENT
�O 1988-2010 ACORD CORPORAl10M All rights reserved.
ACORD25(2010/05) The ACORD name and logo are registered marks of ACORD
New York State Insurance Fund
� Workers'Compensatinn&Disability Benefits Specialists Since 1914
' 8 CORPORATE CENTER DR,3RD FLR,MELVILLE,NEW YORK 11747-3129
Phone:(631)756�4300
CERTIFICATE OF WORKERS' COMPENSQ►TION INSURANCE
^^^^^^ 113652653
CUSTOM MODULAR HOMES OF
L4NG ISLAND INC
�601 COUNTY ROAD 39 SUTIE 6
SOUTHAMPTON NY 11968
POLICYHOLDER CERTIFICATE HOLDER
CUSTOM MODULAR HOMES OF TOWN OF SOUTHOLD
LONG ISLAND INC TOWN HALLANNEX PO BOX 1179
1601 COUN7Y ROAD 39 SUTIE 6 54375 MAIN RD
$OUTHAMPTON NY 11968 SOUTHOLD NY 11971-0959
POLICY NUMBER CERTIFICATE NUMBER PERIOD COVERED BY THIS CERTIFICATE DATE
I 1340 411-6 514547 11/13/2014 TO 11/13/2015 12/10/2014 `—'
THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE
FUND UNDER POLICY N0.1340411-6 UNTIL 11N3/2015, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER
FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL
OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW, AND, WITH RESPECT TO OPERATIONS
OUTSIDE OF NEW YORK, TO THE POLICYHOLDER'S REGULAR NEW YORK STATE EMPLOYEES ONLY.
IF SAID POLICY IS CANCELLED,OR CHANGED PRIOR TO 11/13/2015 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE,
10 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GNEN TO THE CERTIFICATE HOLDER ABOVE.
NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. THE NEW
YORK STATE INSURANCE FUND DOES NOT ASSUME ANY LIABILITY IN THE EVENT OF FAILURE TO GNE SUCH NOTICE.
THIS POLICY DOES NOT COVER CLAIMS OR SUITS THAT ARISE FROM BODILY INJURY SUFFERED BY THE OFFICERS OF THE
INSURED CORPORATION.
BARRY ALTMAN,PRES
STEVEN GRABOSKI,V.PRES OF
CUSTOM MODULAR HOMES OF
LONG ISLAND INC
THIS .,CERTIFICATE IS ISSUED AS A MATfER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE
COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER
THE COVERAGE AFFORDED BY THE POLICY.
NEW YORK STATE INSURANCE FUND
� �
�
DIRECTOR,INSURANCE FUND UNDERWRITING
This certificate can be validated on our web site at https://www.nysif.com/cert/certval.asp or by calling(888)875-5790
VALIDATION NUMBER:290761969
U-26.3
( � ' .
• FEB-28-2013 13:26 From:NYS40S CODES 5184$54487 To:�9915708376133 Page:1�1
p ���,�ry��5�p�� NEW YORK STATE DERARTMENT OF STAT�
Divisian of Code EnforG�m�t�t 61n�1 AC�n1i�iS#rdtipn '��� I�
� On�Gqrttm�rG�Plaza, 99 Washingt�n Avenue � o
_ � A16any,NY 12239 Q �
���y��T����. Ph�n�:(518)474-4Q7$ Fax;(5187 48fi�i4$7
�!F ST�7.� u�ww•dos.state.nv_us �-maihi�fo�dos.state,nv.cis
� NOTICE OF APPR{?VAL
This notit�e senres to ir�fotm the local Code �rrfvrcem�nE affi�ial that the New Yark �e{�r#ment�f S4a4� (DOS}
has r�vievu�d and appraved plans, as auth�r�z�d pursuan#ta 99 NY�RR P�rt 12D9, Regulativn and Fees for
FaCtory Manufactured Horrjes, ta allouv ths consiructian ofi Sl�gl�f8mily homes, two family harne�, �nd/or other
; modular buiEdings or camponents in complianr.e with the �tate Unifprm �ire Preventivn �nd 6u[Iding Cod�, es
t d�sc�ibed herein,
, Manu�acturer's N�me: Ptafessionai Building Systems
7��ast MarKet Street �
P.Q. Bpx 219
Mi�ddleiaurg, PA 17��2
�uRlding D�sc�iption: �tach�d On���nd Two���mfEy Dwellings
Muitiple Family�welEings(Townhous�s)
Approval Number: M�13—02-p�2
AppliG�k�t�Cod�: ResldC�n�ial Code of Newr Yock�tate 2014(i�CNY�j
;, Expirat[on Qa�e: .lanuary 24, 2015
�, M�ximum Ground Snaw Zone: 85 PSF
Seismic�esign�ategory: A, B or C
'i
! �asiG Wind Speed; Shall not exceed 120 NiPH
� Exposur�Categary� q, B or C _ �
D��Contact F'er�on: James H�rding
Ad�itional ��rtditions: lVone
ApProval Date: February 21,2013
� '
- Ranald Pi�st�r,AIA
Directar
, A cnpy af this Natice of Appraval8hall accoaipany al!plans�nd speciFications sabmiried as part of a pe�yt�it BppliCation. ExcepY far plaqs
subm�ted under the individual approval prc�cess,plans should npt r�quite a DDS 9e&I provided the r�gistared desian pr4f�ggi0nal ref�rences
the app�oval n�nr►b�l and tenif�28 th�t the pl�f�8 Arld 5peaficatEons confonn to ttte plans and spec(tications�pptOv�d by and on frle wifh the
DOS. The appraval ident�fied above is limit�d fo a!I construction lhat tdkes place In fhe fa�tary. Site related wqrk ineludiAg i�Ystal�tian and
connectlon of:h� b�ilding &�q1/pr Cpntponents, foundations, mechanic�t conttec#ions, statirs, dedts, eto, is the responsibiGty of!he Cod�
�nfOrCe�ent 4f�cial, The presenc;e af th� insignia of approval shatl 6e peeswnptiv� eaidenae thaf fhe factary manufdCtut�tl home or
camponent c�mpli�s witl�the provls'sans of t�e RCNYS- If the 40de enforc�ment ofiicial helievas that any faCiOry m8nufactared component is
In violation of one dr more provisians af the RCNYS,he/sh�should cflntact th�dpS fo�fu�tl��t revisw and/or determinatiqn_
,
REScheck Soft�ar°e Version 4.6.0 "
. Compliance Certificate
�� ��� �
Project ON-56701 •�,�� �� �i. --�
- ,�,, �,
Energy Code: 2010 New York Energy Conservation �� ta,�a
Location: S u ff o l k C o u n t y, N e w Y o r k : �
G" �+
Construction Type: Single-family R"�► a� �
Project Type: New Construction �+ . � �}
Conditioned Floor Area: 2,393 ft2 �l�`�, i� '�� y 4
Glazing Area 12% �� ��„�`�`
Climate Zone: 4 (5750 HDD)
Permit Date: 11/13/14
Permit Number:
Construction Site: Owner/Agent: Designer/Contractor:
ORIENT POINT, NY QUALITY CRAFfED LA FAUCCI #2 PROFESSIONAL BUILDING SYSTEMS
THE BUILDER, INC. 72 EAST MARKET STREET
PO BOX 916 MIDDLEBURG, PA 17842
QUOGUE, NY 11959 570-837-1424
516-250-9028
. � . ,a- .
Compliance: 16.1%Better Than Code Maximum UA: 614 Your UA: 515
The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules.
It DOES NOT provide an estimate of energy use or cost relative to a m�nimum-code home.
Envelope Assemblies
. .
.
. . . ..
_ ,
BEHIND KNEE WALLS&OVER BREAKFAST NOOK: Flat Ceiling or SassorTruss 788 38.0 0.0 0.030 24
SLOPED CEILING: Cathedral Ceiling 446 21.0 0.0 0.048 21
ABOVE COLLAR TIES: Flat Ceiling or Scissor Truss 611 38.0 0.0 0.030 18
KNEE WALLS:Wood Frame, 16"o.c. 603 13.0 0.0 0.082 49
GABLE END&DORMER WALLS:Wood Frame, 16"o.c. 956 21.0 0.0 0.057 50
DORMER WINDOWS.Vinyl Frame:Double Pane with Low-E 55 0.320 18
BONUS ROOM#1 SWING DOOR: Solid 20 0.240 5
15T&2ND FLOOR WALLS:Wood Frame, 16" o.c. 2,523 21.0 0.0 0.057 117
15T&2ND FLOOR WINDOWS:Vinyl Frame:Double Pane with Low-E 335 0.320 107
FRONT SWING DOOR: Solid 22 0.150 3
FIRE DOOR: Solid 20 0.150 3
REAR SWING DOOR: Solid 20 0.240 5
REAR SLIDING DOORS:Glass 80 0.330 26
FLOOR:All-Wood Joist/Truss:Over Unconditioned Space 1,458 19.0 0.0 0.047 69
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 1 of 7
Y
Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other
calculations submitted with the permit application.The proposed building has been designed to meet the 2010 New York Energy
Conservation Construction Code requirements in REScheck Version 4.6.0 and to comply with the mandatory requirements listed in
the REScheck Inspection Checklist.
Professional Building Svstems
Name-Title Signature Date
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 2 of 7
`� _
E G' ��' � t" �1"5 i . ■ �
� Inspection Checl�list
Energy Code: 2010 New York Energy Conservation Construction Code
Requirements: 0.0% were addressed directly in the REScheck software
Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each
, requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception
is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided.
S�cttan �6��5 Veri�Eied Fie➢ct�erifi�d
# Pre-Is�sqaect6oetlF'!�n Review 1t�lu+e Value ��mplies? C�mrn�ntsl�4ssumptions
&F'teq.��3
103.2 �Construction drawings and �Complies '
[PRl]1 `documentation sufficiently " ❑Does Not 3
�, ;demonstrates energy code
;compliance for the building - ❑Not Observable
�envelope. ❑Not Applicable
103.2, ,Construction drawings and � °❑Complies
403.7 �documentation sufficiently ❑Does Not
[PR3]1 ;demonstrates energy code i '
� compliance for lighting and � , ❑Not Observable '
Emechanical systems.Systems " ❑Not Applicable
serving multiple dwelling units
:must demonstrate compliance , , '
�with the commercial code. _
4fl3,� ;Heating and cooling equipment is; Heating: Heating: ❑Complies
�PRz]� .s¢ed perACCA Manual 5 based ` Btu/hr Btu/hr ,❑Does Not
��, 'on loads per ACCA Manual J or ` Cooling: Cooling:
'other approved methods. ; Btu/hr Btu/hr ❑Not Observable
❑Not Applicable
4
Additional Comments/Assumptions:
1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3)
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 3 of 7
' 2ElIO�dlew
Ya�rk Foundatioet lraspection �amplies? �oer��n�ntslAssarmptiton�
�nergY
303,2,1 ;Exposed foundation insulation ❑Complies
jFt�11]� 'protection. ❑Does Not
��� � ❑Not Observable
. ❑Not Applicable
4U3,8 `Snow melt controls. ❑Complies
I�f3���z ❑Does Not
a ; ❑Not Observable
❑Not Applicable
Additional Comments/Assumptions:
1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3)
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 4 of 7
S�ct"smn Pt�ns Verifiecd Fiald Vere�fied �
# ��ae�ira�!#toug�t-Irt �ns�aection V�lu� Value Corngslies? CcsmmentslAssurnp�ians
SE Re .l95t
402.4.4 Fenestration that is not site built ❑Complies
[FR20]1 E is listed and labeled as meeting ❑Does Not .
;AAMA/WDMA/CSA 101/I.S.2/A440 f " -
'' ;or has infiltration rates per NFRC ` ❑Not Observable ,
`400 that do not exceed code f . ❑Not Applicable 3
=limits. � �
4t�2.A-,5 `.IGrated recessed lighting fixturesf "❑Complies
[�RI6j� `sealed at housing/interior finish ❑Does Not �
�, :and labeled to indicate&It;=2.0 � ❑Not Observable
cfm leakage at 75 Pa. � �
. ❑Not Applicable ,
403.2.2 ;All joints and seams of air ducts, E ;OComplies •
[FR13]1 fair handlers,filter boxes,and � � ❑Does Not
��, ;building cavities used as return g , �
ducts are sealed. g ❑Not Observable
E �Not Appiicable ,
403.2.3 ,Budding cavities are not used as �Complies '
[FRISJ� tducts or plenums. { ❑Does Not '
E '
•_ ( ❑Not Observable
° ❑Not Applicable
403,3 �HVAC piping conveying fluids R- R- ❑Complies
[PRI7]2 above 105 °F or chilled fluids ❑Does Not
� ,below 55°F are insulated to R-3. ;
, ❑Not Observable
� E ❑Not Applicable °
403,� �Circulating service hot water , R- R- ❑Complies '
[FRI8�2 ;pipes are insulated to R-2. E ❑Does Not
E
�° `• ❑Not Observable
, ; ❑Not Applicable
403,5 Automatic or gravity dampers are ❑Complies �
[FR�.9�2 =installed on all outdoor air ❑Does Not
,intakes and exhausts. �
�� `�Not Observable ,
� � `❑Not Applicable
Additional Comments/Assumptions:
1 High impact(Tier 1) 2 Medium Impact(Tier 2) � Low Impact(Tier 3)
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 5 of 7
' 2d�.0[�ew , � -
York � Ensulation 1»spection Complies? ,'CommentslAssurnptions ° ° •
Energ ' °° .
3q3�1 ;All installed insulation labeled or ❑Complies
[IN13�z Einstalled R-values provided. ❑Does Not
:�3• , ' ; ❑Not Observable
E ❑Not Applicable
Additional Comments/Assumptions:
1 High Impect(Tier 1) 2 "Me�wm ImNact(Tier 2) 3. L�w Im'act(Tier 3)
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 6 of 7
Section � ' Pians'Verified , yField Verified.. � !
# • �Enal Inspection Provisians �Value � Value , "Corrspaies2 e: Camments%A"sse�mptions
&Rec�.ID ' . , � - ,
402.4.2, ;Building envelope tightness ; ACH 50 = , ACH 50 = ❑Complies
402.4.2.1 �verified by blower door test resultE ❑Does Not ,
[FI17]1 ;of&It;7 ACH at 50 Pa.This ;
�� ;requirement may instead be met ; , ❑Not Observable ;
fvia visual inspection, in which E ❑Not Applicable
f
;case verification may need to ; � ,
�occurdunng Insulation
E Inspection. �
403.2.2 ;Duct tightness via post- ; cfm cfm ❑Complies
[FI4]i Econstruction with maximum E ❑Does Not �
� fleakage of 8 cfm to outdoors, or E ❑Not Observable
,12 cfm across systems. For � ❑Not Applicable
`rough-in tests,verification may f
;need to occur during Framing ; ; �
�Inspection,with maximum E ' ,
Eleakage of 6 cfm across systems F ,
;and 4 cfm without air handler. ;
403,7.,�. �Programmablethermostats ��_� � � �❑Complies
[Fi9jz 3 installed on forced air furnaces. f � . . ❑Does Not
��° � s�; , � .. • " �'`�Not Observable '
� '' �.��" ." y �` g' , :❑Not Applicable T
qp3;1;.2 .Heat pump thermostat installed � ` v , F ;❑Complies
[FI10�? �on heat pumps. �� " � , , ' , �❑Does Not ,
r
�' ( - �❑Not Observable
' � ` - i❑Not Applicable
403.4 ;Circulating service hot water ` ° �°�� f❑Complies '
(Flll]? �systems have automatic or �d o ' - =❑Does Not 3
;accessible manual controls. � �'' � ' ` `. �
-�� • ; _ - �- ;ONot Observable
� " . �Not Applicable
40i.3 . f Compliance certificate posted. , � �❑Complies
jF1712.. ,t � ° e - . p 4❑Does Not 3
�=.• } °• � "� ❑Not Observable .
„ � ,4 � '❑Not Applicable ;
303:3. ;Manufacturer manuals for � �,,.. � ` -k - • �'��❑Complies '
jFl1$J3 E mechanical and water heating � °� ` • . ;ODoes Not '
_�} ';equipment have been provided. � "' - �
; r. , ;ONot Observable
� � ° � � � � .: ONot Applicable :
Additional Comments/Assumptions:
1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3)
Project Title: ON-56701 Report date: 11/12/14
Data filename: M:\50000\56701.rck Page 7 of 7
_ � � ����
� �o��
� ��� ����� � � �
� � ����o ���
� o o � �� -
. . -�. �
Above-Grade 1Nall 21.00
Below-Grade Wall o.00 �
Floor 7.9.00
Ceiling / Roof 3s.00
.�
Ductwork(unconditioned spaces):
, �.. . d
Window 0.32
Door A.33
o . .. . . . �
'a
Heating System•
Cooling System:
Water Heater•
Name: Date:
Comments
��� ��
STRUCTURAL LUMBER � �"��" �`,� PROFESSIONAL BUILDING SYSTEMS, INC.
INTERACTION CALCULATIONS • ��� Q
� �
�
� � � �
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W �a �4 t�! �
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z�_,$" �1,
�t�p �{�1'1 12 13 .
g,_��8,. ���&1��1� �p�� �415
''2
�'—�2" 5�_p•� �
3'-11��„ 9 1 6
�� 19 20
�
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1O2 3 4- 5 6�7
I 2 7
5�-4�^--_�-'.—5�-0"--t--5�-4��,
15'-9" 30 psf GSL`
TRUSS NO.:SW9-15-9 BALANCED SNOW LOAD• 23 1 psf
JOB NO.: 140755 UNBALANCED SNOW LOAD: 48.86 psf
PITCH:9(12 OPPOSITE SIDE UNB.SNOW LOAD: 6.93 psf
SPAN: 15'-9" UNBALANCED SNOW LOAD LENGTH: 5.12 ft
TRUSS CENTERS: 16" TC DL: 10 psf
� BC DL: 10 psf
. BC LL: 20 psf WHERE h?42"
BC LL: 10 psf W HERE h<42"
UPLIFT: 42 1 psf AT 120 mph PER ASCE 7-05
MEMBER INFORMATION:
SIZE&
MEMBER SPECIES MAXIMUM SUPPORT REACTIONS flbsl:
� 1-7 2x10SPF#2 DL+LL+ DL+
8-11&14-17 2 x 6 SPF#2 DEAD 30 psf 120 mph
12 8 13 2 x 4 SPF#2 LOAD SNOW UPLIFT
18-21 2 x 4 SPF#2 EXTERIOR WALL 299 722 -299
22 2x4SPF#2 �
. MAXIMUM INTERACTION 8�DEFLECTION:
NOTES� 1.WIND PER ASCE 7-05,120 mph,EXP.C,C&C,PRESSURES. . MAXIMUM '
2 SNOW PER ASCE 7-05,30 psf GSL,Ct=1.1, MAXIMUM DEFLECTION
Ce=1.0,DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) �� �
3 W IND UPLIFT REACTIONS ARE BASED ON C 8 C PRESSURES BOl'TOM CHORD 0.184 0 029 7043
WIND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED , , TOP CHOR� 0.145 0.033 3868
w/MW FRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). W EB 0 062 0.00 ""*
P�201411407551TRUSSESIINTER-SW9-1S9
�� �
�
COMPOPIENT LOAD SUMMi4RY PROFESSIONAL BUILDING SYSTEMS
MONO TRUSSES
*CROSS SECTION IS FOR
LOCATION 1 = EXT.WALL HEADER&EXT.WALL STUD REFERENCE ONLY AND MAY
1 STORY&2 OR 3 STORY UPPER LEVEL NOT REFLECT ACTUAL TRUSS
LOCATION 2= PERIMETER BAND
1 STORY&2 OR 3 STORY UPPER LEVEL '
LOCATION 3= EXT.WALL HEADER&EXT.WALL STUD
2 STORY LOWER&3 STORY MIDDLE LEVEL , -�.,
LOCATION 4= PERIMETER BAND �'�� *'��' � � O
2 STORY LOW ER&3 STORY MIDDLE LEVEL �`�'� . ''�Q
LOCATION 5= EXT.WALL HEADER&EXT. WALL STUD � �
3 STORY LOWER LEVEL � � �' _. I tA � 2 2
LOCATION 6= PERIMETER BAND W ,,,1 T-�� � � � �
3 STORY LOWER LEVEL � ��� '� '� O O
LOCATIONS 3,4, 7, 8, 11 & 12 MAY BE USED TO GENERATE
FOUNDATION LOADS '"�,�� �(�"1
�'��d11EEt�`
COMPONENT LOADS(Ibs/ftl � �
TRUSS SW9-15-9. 9/12 PITCH. 15'-9"WIDTH. 30 psf GROUND SNOW � �
LOCATION 1 LOCATION 2 LOCATION 3 LOCATION 4 LOCATION 5 LOCATION 6
LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL
317 542 632 1016 632 1056 947 1529 947 1569 1262 2042 � �
120 mph W2 D UPL3IFT LO 4DS 5 6 I MODULE WIDTH(N/) I
-225 -130 -107 -11 - -
P 120141140755\TRUSSES\35TORY-LOA�-SUMMARY-MONO
STRUCTURAL LUMBER PROFESSIONAL BUILDING SYSTEMS, INC.
INTERACTION CALCULATIONS
,�6 •
1�
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� 13 14
.\� 12 15
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, ,\� h , - 11 23 16
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`° 20 21
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9 19 2?_ 18
1 2 3 4 5 6 7 8
13._9., 13._9..
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z�_6 30 psf GSL
BALANCED SNOW LOAD: *18.84 psf
UNBALANCED SNOW LOAD: 51.42 psf
- TRUSS NO.:TR12-27-6 OPPOSITE SIDE UNB.SNOW LOAD: 5.65 psf
" JOB NO.: 140755 UNBALANCED SNOW LOAD LENGTH: 4.68 ft
PITCH: 12/12 � 'au TC DL: 10 psf
SPAN: 27'-6" �� `��` BC DL: 10 psf
TRUSS CENTERS: 16" �'�4 �'�, BC LL: 10 psf W HERE h<42"
BC LL: 20 psf W HERE h?42"
� ""� - �i� BC LL: 40 psf BETWEEN KNEEWALLS
MEMBER INFORMATION: � � � �! � UPLIFT: 41.7 psf AT 120 mph PER ASCE 7-05
SIZE& W ..� '� � � *20 psf MINIMUM USED
MEMBER SPECIES � �..1 �' �`'
1-8 2 x 10 SPF#2 ' � �* MAXIMUM SUPPORT REACTIONS(Ibs):
9-12&15-18 2x8SPF#2 g� �(�''� DL+LL+ DL+
13&14 2 x 4 SPF#2 � ������ • �1 DEAD 30 psf 120 mph
19-22 2 x 4 SPF#2 J LOAD SNOW UPLIFT
23 2 x 6 SPF#2 EXTERIOR WALL 460 1142 1191
MATING WALL 156 516 0
NOTES: 1.MATING WALL LOADS ARE TOTAL FOR BOTH SIDES. � - MAXIMUM INTERACTION$DEFLECTION:
2,WIND PER ASCE 7-05,120 mph,EXP.C,C8�C PRESSURES. MAXIMUM
3.SNOW PER ASCE 7-05,30 psf GSL,Ct=1.1, MAXIMUM DEFLECTION
Ce=1.0,DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) ��
4 W IND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES. BOTTOM CHORD 0.546 0.2 848
W IND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORD 0.611 0.702 342
w/MWFRS PRESSURES. WEB 0.144 0.00 *""'
P12014\1407551TRUSSESIINTER-TR12-27-6
,� f
1 (
COMPONENT LOAD SUMMARY PROFESSIONAL BUILDING SYSTEMS, INC.
FOLDING TRUSSES
LOCATION 1 = EXT.WALL HEADER&EXT.WALL STUD *CROSS SECTION IS FOR REFEREPICE ONLY
1 STORY&2 OR 3 STORY UPPER LEVEL AND MAY NOT REFLECT ACTUAL TRUSS
LOCATION 2= M WALL HEADER&M.WALL STUD
1 STORY&2 OR 3 STORY UPPER LEVEL
LOCATION 3= PERIMETER BAND
1 STORY&2 OR 3 STORY UPPER LEVEL
LOCATION 4= CENTER GIRDER O O O O
1 STORY&2 OR 3 STORY UPPER LEVEL
LOCATION 5= EXT.WALL HEADER 8�EXT.WALL STUD '�
2 STORY LOWER&3 STORY MIDDLE LEVEL ,���� ���
LOCATION 6= M.WALL HEADER&M.WALL STUD ,�'�' ,�
2 STORY LOWER&3 STORY MIDDLE LEVEL 'b �• O O O O
LOCATION 7= PERIMETER BAND ` �'# � ,:,�r'�0
2 STORY LOWER&3 STORY MIDDLE LEVEL � '� O O OO O
LOCATION 8= CENTER GIRDER W ''�. � fi
2 STORY LOWER&3 STORY MIDDLE LEVEL � �„� �' �.`
LOCATION 9= EXT.WALL HEADER&EXT.WALL STUD '�' �� .�„
3 STORY LOWER LEVEL T
OCATION 10= 3 ST/ORY LOWER E ELVALL STUD '.�i�'����� .„�y, OO eO OO �O
OCATION 11 = PERIMETER BAND - � Qs �o �o �s
3 STORY LOWER LEVEL
OCATION 12= CENTER GIRDER
3 STORY LOWER LEVEL
LOCATIONS 3,4,7,8, 11 &12 MAY BE USED TO GENERATE 11 � �2 ��
FOUNDATION LOADS
�� L MODULE WIDTH(111Q I ,
COMPONENT LOADS(Ibs/ft) '� �'
TRUSS TR12-27-6. 12/12 PITCH,27'-6"WIDTH.30 psf GROUND SNOW
LOCATION 1 LOCATION 2 LOCATION 3 LOCATION 4 LOCATION 5 LOCATION 6 LOCATION 7 LOCATION 8 LOCATION 9 LOCATION 10 LOCATION 11 LOCATION 12
LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL
512 857 135 194 787 1281 410 598 787 1316 410 633 1062 1739 685 1036 1062 1774 685 1071 1337 2197 960 1474
120 mph WIND UPLIFT LOADS
1 2 3 4 5 6 7 8 9 10 11 12
-369 0 -280 - -260 - -170 - -150 - -60 -
P 12014\14075511RUSSES\3STORY-LOADSUMMARY
,�
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STRUCTURAL LUMBER ��� "�� PROFESSIONAL BUILDING SYSTEMS, INC.
INTERACTION CALCULATIONS � Q
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30 psf GROUND SNOW
BALANCED SNOW LOAD: 23.1 psf
UNBALANCED SMOW LOAD. 45.82 psf
- � TRUSS NO.:TR7-27-6 OPPOSITE SIDE UNB.SNOW LOAD: 6.93 psf
JOB NO.: 140755 UNBALANCED SNOIN LOAD LENGTH: 5.8 ft
PITCH:7/12 TC DL: 10 psf
SPAN:27'-6" BC DL: 10 psf
TRUSS CENTERS: 16" BC LL: 20 psf(BETW EEN KNEEWALLS)
BC LL: 10 psf WHERE h<42"
BC LL: 20 psf W HERE h>=42"
MEMBER INFORMATION: UPLIFT: 42 37 psf AT 120 mph PER ASCE 7-05
SIZE 8
MEMBER SPECIES MAXIMUM SUPPORT REACTIONS(Ibs1:
1-8 2x10SPF#2 DL+LL+ DL+
9-12&15-18 2 x 8 SPF#2 DEAD 30 psf 120 mph
13&14 2 x 4 SPF#2 LOAD SNOW UPLIFT
19-22 2 x 4 SPF#2 . EXTERIOR WALL 439 986 -512
23 2 x 6 SPF#2 MATING WALL 118 294 -22
NOTES: 1 MATING WALL LOADS ARE TOTAL FOR BOTH SIDES. MAXIMUM INTERACTION&DEFLECTION:
2.WIND PER ASCE 7-05,120 mph,EXP C,C&C PRESSURES MAXIMUM
3.SNOW PER ASCE 7-05,30 psf GSL,Ct=1 1, MAXIMUM DEFLECTION
DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) 1�
4 W IND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES. BOTTOM CHORD 0 439 0 127 1375
W IND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORD 0.296 0.161 1256
w/MWFRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). WEB 0.086 0.00 "****
P�2014N407551TRUSSES\INTER-TR7-27-6
t �
COMPONENT LOAD SUMMARY PROFESSIONAL BUILDING SYSTEMS,INC.
FOLDING TRUSSES
LOCATION 1 = EXT.WALL HEADER&EXT.'WALL STUD *CROSS SECTION IS FOR REFERENCE OPILY
1 STORY&2 OR 3 STORY UPPER LEVEL AND MAY NOT REFLECT ACTUAL TRUSS
LOCATION 2= M.WALL HEADER&M.WALL STUD
1 STORY&2 OR 3 STORY UPPER LEVEL �
LOCATION 3= PERIMETER BAND
1 STORY&2 OR 3 STORY UPPER LEVEL
LOCATION 4= CENTER GIRDER
1 STORY&2 OR 3 STORY UPPER LEVEL �, �O OO � OO
LOCATION 5= EXT.WALL HEADER&EXT.WALL STUD y�;�l� v'R,�
2 STORY LOWER&3 STORY MIDDLE LEVEL �r� ,+?`"�,
LOCATION 6= M.WALL HEADER&M.WALL STUD �f»r
2 STORY LOWER&3 STORY MIDDLE LEVEL � �"� #+� O OO OO O
LOCATION 7= PERIMETER BAND � � �
2 STORY LOW ER&3 STORY MIDDLE LEVEL W , „y �$ � � O O O O
LOCATION 8= CENTER GIRDER � °
R� �
2 STORY LOWER&3 STORY MIDDLE LEVEL � � �
LOCATION 9= EXT.WALL HEADER&EXT.WALL STUD �'�* �
3 STORY LOWER LEVEL �� /{�;(y�
OCATION 10= M.WALL HEADER 8�M.WALL STUD �Q����, � OO OO OO �O
3 STORY LOWER LEVEL '
OCATION 11 = PERIMETER BAND QQ �o io Q
3 STORY LOWER LEVEL
OCATION 12= CENTER GIRDER
3 STORY LOWER LEVEL
LOCATIONS 3,4,7,8, 11 &12 MAY BE USED TO GENERATE ii Q �z ��
FOUNDATION LOADS
I MODULE WIDTH(YI� ��
COMPONENT LOADS(Ibs/ft)
TRUSS TR7-27-6,7112 PITCH,27'-6"WIDTH.30�sf GROUND SNOW
LOCATION 1 LOCATION 2 LOCATION 3 LOCATION 4 LOCATION 5 LOCATION 6 LOCATION 7 LOCATION 8 LOCATION 9 LOCATION 10 LOCATION 11 LOCATION 12
LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL LIVE TOTAL
410 740 66 111 685 1164 341 515 685 1199 341 550 960 1622 616 953 960 1657 616 988 1235 2080 891 1391
120 mph WIND UPLIFT LOADS
1 2 3 4 5 6 7 8 9 10 11 12
-384 -9 -295 - -275 - -185 - -165 - -75 -
P 12014\1407551TRU5SE5�3STORY-LOA0.5UMMARY
Project 56701 - page `
�� Chris O'Bnen /
Locafion:STACKED CLG/FLR BEAM AT DIN/KIT T� �o= � �� ; Professional Budding Systems
Multi-Loaded Multi-Span Beam , � �,���• ,72 E.Market St. of
[2009 Intemational Building Code(2005 NDS)] �� �y�:�;q� Middleburg,PA 17842
(2)151Nx9251Nx12.33FT w
2.0 Rigidlam LVL-Roseburg Forest Products " '
Section Adequate By:26 3% -
Controlling Factor Deflection StruCalc Version 9.0 1.4 11/13/2014 7:27.15 AM
CAUTIONS
� *Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0 33 IN U455
Dead Load 0 04 in .
Total Load 0.37 IN L/401
Live Load Deflection Criteria:L/360 Total Load Deflection Critena L/240
REACTIONS A B �
Live Load 1686 Ib 1528 Ib 2
Dead Load 217 Ib 410 Ib �
Total Load 1902 Ib 1938 Ib �y ,� '
Bearing Length 0.85 in 0 86 in
BEAM DATA Center -
. , �.. . ._, . . .
Span Length 12.33 ft
Unbraced Length-Top 0 ft 12.33 ft
Unbraced Length-Bottom 12 33 ft -
Live Load Duration Factor 1 00 `
Notch Depth 0 00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress Fb= 2900 psi Fb'= 2996 psi Total Uniform Load 7 plf
Cd=1.00 CF=1.03 pOINT LOADS-CENTER SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two
Cd=1.00 Live Load 403 Ib 403 Ib
Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Dead Load 0 Ib 0 Ib
Comp -�to Gram Fc-1= 750 psi Fc-�-'= 750 psi Location 1 ft 8.5 ft
Controlling Moment: 5264 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN .
7.03 Ft from left support of span 2(Center Span) Load Number One Two Three _
Created by combining all dead loads and live loads on span(s)2 Left Live Load 205 plf 189.plf 205 plf
Controlling Shear: -1938 Ib Left Dead Load 112 plf 0 plf 112 plf
12.0 Ft from left support of span 2(Center Span) Right Live Load 205 plf 189 plf 205 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 112 plf 0 plf 112 pif .
Load Start 0 ft 1 ft 8 5 ft
Comparisons with required sections: Rea'd Provided Load End 1 ft 8.5 ft 12 33 ft
Section Modulus , 21 09 in3 42.78 in3 Load Length 1 ft 7 5 ft 3.83 ft
Area(Shear) 10.2 in2 27.75 in2 ,
Moment of Inertia(deflection): 156 71 in4 197.86 in4
Moment: , 5264 ft-Ib 10681 ft-Ib
Shear: -19381b 52731b �
NOTES ' -,
BEAM IS STACKED. LOADS REDUCED 50% TOTAL BEAM=4-1 5"x9 25"LVL OVER 4-1 5"x9 25"LVL
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11/13/14 �
�
� Project 56701 ' �.,�, page
�� . Chris O'Brien
Location.CLG BEAM OVER GARAGE � �, , Professional Building Systems
Multi-Loaded Multi-Span Beam �, ��� 72 E.Market St of
[2009 International Building Code(2005 NDS)] ��. �+� �� Middleburg,PA 17842
(2)151Nx9251Nx155FT �
2 0 Rigidlam LVL-Roseburg Forest Products ` `
Section Adequate By.16 6% StruCalc Version 9.0.1.4 11/13/2014 7:27:15 AM
Controlling Factor.Deflection
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0 44 IN U420
Dead Load 0.22 m
Total Load 0.66 IN U282
Live Load Deflection Criteria•L/360 Total Load Deflection Criteria:U240
REACTIONS � B
Live Load 1046 Ib 1046 Ib
Dead Load 511 Ib 511 Ib
Total Load 1557 Ib 1557 Ib
Beanng Length 0 69 in 0 69 in
BEAM DATA Center
Span Length 15 5 ft
Unbraced Length-Top 0 ft �ssn
Unbraced Length-Bottom 15 5 ft
Live Load Duration Factor 1 00
Notch Depth 0 00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 135 pif
2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 59 plf
Base Values Adiusted Beam Self Weight 7 plf
Bending Stress. Fb= 2900 psi Fb'= 2996 psi Total Uniform Load 201 plf
Cd=1.00 CF=1.03 -
Shear Stress Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity E= 2000 ksi E'= 2000 ksi
Comp.1 to Gram• Fc--�= 750 psi Fc-1'= 750 psi
Controlling Moment: 6034 ft-Ib
7 75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1557 Ib �,� ��� �
At lefi support of span 2(Center Span) �
Created by combining all dead loads and live loads on span(s)2 �� �`�'
;�,+�;.
Comparisons with required sections: Rea'd Provided ' � t"'� �
Section Modulus� 24 17 in3 42.78 in3 � �
Area(Shear): 8 2 m2 27 75 in2 � �
Moment of Inertia(deflection) 169 64 in4 197.86 m4 � a.; �
IVloment• 6034 ft-Ib 10681 ft-Ib
�
Shear• 15571b 52731b �l� G �'�� y�
NOTES
BEAM IS PER MODULE �
11/13/14
E
,-
HIGH WIND -
CALCULATIONS
FOR
� � � PROFESSIONAL
BUILDING SYSTEMS
� MIDDLEBURG, PA
56701 _
V = 120 mph
WIND EXPOSURE: C
NEW YORK
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� 1�1/13/14
PREPAI�ED BY:
� BARLOW ENGINEERING, P.C.
6512 SIX FORKS RD, SUITE 203-B
RALEIGH, NC 27615
140755
' 1
" PROFESSIONAL BUILDING SYSTEMS
INDEX
NARRATIVE P3
SECTION 1 P4-93
HIGH WIND CALCULATIONS (SHEARCALC)
SECTION 2 P94-116
WIND OS CALCULATIONS
SECTION 3 P117-133
HAND CALCULATIONS
SECTION 4
PORTAL FRAME CALCULATIONS P134-152
SECTION 5
ALTERNATE CONNECTIONS P153-154
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11/13/14
140755
2
NARRATIVE "
140755
0481nec2014
PBS-56701
2 Story w/Garage&Rear Bump-out
Main Roof Slope: 7/12
Garage and Main Structure Left End Roof Slope: 12/12
Bump-out Roof Slope: 9/12
Wind Speed,V(3 sec)= 120 MPH
Exposure C
New York
DENNIS HILTON
The manufacturer's drawings indicate that the structure will be placed over a crawl space and supported by perimeter
concrete foundation walls that extend above finished grade. The overall height to main structure roof ridge is given as
29'-5 11/16"above finished grade. The M.R.H.is calculated accordingly and is used in high wind calculations for each
of the structure models.
ASCE 7-OS wind pressures for buildings of all heights are used for all calculations.
For shearwall calculations the structure is modeled as three separate structures:
Main structure: two-story rectangle with gable roof full length,7/12 slope: W=27.5';L=48.0'.
Garage: one-story rectangle with gable roof full length, 12/12 slope: W=24.0'; L= 16.0'.
Buxnp-out: one story rectangle with gable roof full length, 9/12 slope: W= 13.75'; L=9.92'.
The shear force calculated for the interior endwall of the Garage is distributed to the endwall of the main structure. The
shear force calculated for the interior endwall of the Bump-out is distributed to the sidewall of the main structure.
A portal frame is required at the exterior endwall of the Garage and at the exterior endwall of the Bump-out.
Front porch overhang is indicated to be supplied and installed on site by others. Wind load on the overhang profile is
added to one sidewall of the modular structure. Wind loads on chimney, dormers and a section of reversed gable roof are
also added to sidewalls of the modular structure.
It is assumed that the foundation system will be designed and constructed to withstand forces imposed by the modular
structure.
Flat straps are designed as minimum 20 ga.per State of New York requirements.
3
` PROFESSIONAL BUII,DING SYSTEMS
Section 1
HIGH WIND CALCULATIONS
(SHEARCALC)
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11/13/14
140755
4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
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7 1
BUILDING INFORNiAT10N: BUMP-OUT
JOB NUMBER= 140755
PLAN NAME/NUMBER= "PBS-56701
' FIRST FLOOR WIDTH(W�)= 13 75 ft
FIRST FLOOR LENGTH(L�)= 9 92 ft
ROOF SPAN= 13.75 ft
TRUSS SPACING(TOC)= 16 in "
STUD SPACING(SOC)= 16 in.
WIND SPEED(V3S)= 120 mph
EXPOSUREFACTOR= C
SHEATHING FASTENING MUST USE THE MORE RESTRICTIVE FASTENING OF THAT SPECIFIED FOR
SHEARWALL SHEATHING FASTENING AND SHEATHING SUCTION FASTENING
"8d"AND"8d COMMON"=0.131"x 2.5"NAIL �
SHEARWALL SUMMARY:
FIRST FLOOR ENDWALL#1: PORTAL FRAME-SEE HAND CALCULATIONS
BREAKFAST NOOK EXTERIOR END
FIRST FLOOR ENDWALL#2: LOAD DISTRIBUTED TO MAIN STRUCTURE
BREAKFAST NOOK AT MAIN STRUCTURE END
NON-SHEARWALL SUMMARY:
FIRST FLOOR'SIDEWALL#7: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR(NON-SHEARWALL)
BREAKFAST NOOK W/DOOR SIDE WITH 8d COMMON NAILS SPACED AT 6"EDGE
FIRST FLOOR SIDEWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR(NON-SHEARWALL)
BREAKFAST NOOK SIDE WITH 8d COMMON NAILS SPACED AT 6"EDGE
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
` (per ASCE 7-05) �
SHEATHING SUMMARY:
ROOF SHEATHING: 7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
CEILING SHEATHING: 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
SHEATHING SUCTION FASTENING: FOR ROOF ZONE 1 USE 0 131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
, FOR ROOF ZONE 2• USE 0 131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o c
FOR ROOF ZONE 3(CORNER) USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o.c
FOR ROOF ZONE 30H(CORNER OVERHANG) USE 0 131"x 2.5"COMMON NAIL(FACE NAILED)AT 9 in o.c.
FOR WALL ZONE 4: USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o c
FOR WALL ZONE 5: USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o.c
EDGE DIMENSION,a= 3 ft
CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT
UPLIFT CONNECTIONS
REQUIRED TRUSS TIE DOWN USE(4)10d(0 131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
NO ADDITIONAL CONNECTION REQUIRED
1sT F�oOR STUD TO CEILING BAND• USE A 1 5 x 20 ga STRAP EACH STUD WITH(3)8d NAIL(S)EACH END
OR WITH(7)16 ga.STAPLE(S)EACH END
_ OR CONNECTION TO WITFiSTAND AN UPLIFT FORCE OF 300 Ibs
1st FLOOR STUD TO F�ooR eanl�: USE A 1 5 x 20 ga STRAP EACH STUD WITH(3)8d NAIL(S)EACH END
OR WITH(7)16 ga STAPLE(S)EACH END
FLOOR BAND TO SILL PLATE CONNECTION USE(3)SIMPSON RSP4(1)PLATE AT 72"o c max
TO CONNECT FLOOR BAND TO SILL PLATE
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 864 Ibs
LATERAL CONNECTIONS
TRUSS TO TOP PLATE CONNECTION. USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION: ATTACH WITH 8d(0 131"x 2 5")NAIL(FACE NAILED)AT 7"ON CENTER
PLATE TO STUD CONNECTION USE(3)10d(0.131"x 3")NAIL(ENDNAILED)PER STUD
BOTTOM PLATE TO FLOOR CONNECTION� ATTACH WITH 16d(0 131"x 3.5")NAIL(FACE NAILED)AT 9"ON CENTER
TOP PLATE SPLICES
TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 10d(0 131"x 3")NAIL(FACE NAILED)4"o c
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) �
SHEAR CONNECTIONS �
FIRST FLOOR ENDWALL �
UNIT SHEAR SHEATHING TO F�OOR BAND• USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 6"O C
(AND SHEATHING TO TRusS BOTTOM CHORD) OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 174 plf
UNIT UPLIFT SHEATHING TO FLOOR BAND USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 6"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 174 plf
ALTERNATE FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
- PLUS(1)ROW OF 8d NAILS AT 6"o.c
TRUSS BOTTOM CHORD TO TOP PLATE CONNECTION• USE 10d(0.148"x 3")NAIL(TOENAILED)@ 16"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 72"ON CENTER
� OR CONNECTION,TO WITHSTAND A SHEAR FORCE OF 720 Ibs
RIMBAND TO SILL PLATE CONNECTION USE 10d(0 148"x 3")NAIL(TOENAILED)@ 12"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 56"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1677 Ibs
SILL PLATE TO FOUNDATION CONNECTION; PROVIDE MIN (2)1/2"ANCHOR BOLTS AT EQUAL SPACING
OR PROVIDE MIN.(2)5/8"ANCHOR BOLTS AT EQUAL SPACING
� - OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1677 Ibs
FIRST FLOOR SIDEWALL
UNIT SHEAR SHEATHING TO RIMBAND CONNECTION. USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 379 plf �
UNIT UPLIFT SHEATHING TO RIMBAND CONNECTION: USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 379 plf
ALTERNATE' FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE -
PLUS(1)ROW OF 8d NAILS AT 6"o c.
� RIMBAND TO SILL PLATE CONNECTION: USE 10d(0 148"x 3")NAIL(TOENAILED)@ 6"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE AT 28"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 2471 Ibs
SILL PLATE TO FOUNDATION CONNECTION. USE(3)1/2"ANCHOR BOLTS AT EQUAL SPACING
� _ OR USE(2)5/8"ANCHOR BOLTS EQUAL SPACING
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 2471 Ibs
HOLDDOWN CONNECTIONS
FIRST FLOOR CORNER HOLDDOWN: PROVIDE CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2948 Ibs "
FIRST FLOOR CORNER STUD CONNECTION: FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 12"ON CENTER
OR USE(14)1/4"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Z
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE�7-05)
,
DESIGN PARAMETERS
MEAN ROOF HEIGHT(MRH)= 25 46 ft(PER HAND CALCS)
NUMBER OF STORIES= 1
FIRST FLOOR WIDTH(W�)= 13 75 ft
FIRST FLOOR LENGTH(L�)= 9.92 ft
BUILDING ASPECT RATIO(L/W)= 0 72
FLOOR JOIST DEPTH= 925 in
MAX VERTICAL FLOOR OFFSET= 0 in
FLOOR ASPECT RATIO(LNV)= 0.72
MAX FLOOR DIAPHRAGM OPENING WIDTH= 0 ft
MAX FLOOR DIAPHRAGM OPENING LENGTH= 0 ft
� FIRST FLOOR HEIGHT(H�)= 8.5 ft
CEILING ASPECT RATIO(L/W)= 0.72
MIN SHEARWALL SEGMENT(H/3.5)= 2 43 ft ,
ROOF PITCH= 9/12
CONNECTION INFORMATION: �
TRUSS TO PLATE CONNECTORS
UPLIFT STRENGTH• SHEAR STRENGTH
(1)SIMPSON H2 5A U= 480 Ibs FZ= 110 Ibs
_ (2)SIMPSON H2 5A U= 960 Ibs Fz= 220 Ibs
(2)SIMPSON LS50 U= 1260 Ibs FZ= 0 Ibs
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 100 psi(END-GRAIN)
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
FLAT STRAPS MAXIMUM FASTENERS: 8d NAIL 16 ga STAPLE
1 5 x 26 ga STRAP Z= 630 Ibs Z= 76 7 49 9 Ibs
1 5 x 22 ga STRAP Z= 1053 Ibs � Z= 127 2 48.6 Ibs
1 5 x 20 ga STRAP Z= 1265 Ibs Z= 127 3 48.3 Ibs
(2)1 5 x 20 ga STRAP Z= 2530 Ibs � Z= 131 4 46 Ibs
(3)1 5 x 20 ga STRAP Z= 3795 Ibs Z= 140.5 45 1 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
HOLDDOWNS w/1 1/2"EDGE DISTANCE
N1INIMUM 8"STEM WALL
ASSUME 3000 psi Fc CONCRETE
SIMPSON HHDQ11-SDS2.5 Z= 8505 Ibs
SIMPSON HHDQ14-SDS2.5 � Z= 10745 Ibs
SIMPSON STHD14RJ Z= 4430 Ibs
(2)SIMPSON STHDI4RJ Z= 8860 Ibs
1/2"DIA THRU BOLT Z= 623 Ibs
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT� Z= 1488 Ibs
1/4"DIA.LAG SCREW Z= 224 Ibs
3/8"DIA.LAG SCREW Z= 288 Ibs
� 3/8"DIA.x 12"LAG TOE SCREW Z= 208 Ibs
8d(0.131"x 2 5")NAIL(FACE NAILED) Z= 100 Ibs
_ 10d(0 131"x 3")NAIL(FACE NAILED) Z= 131 Ibs
16d(0.131"x 3 5")NAIL(FACE NAILED) Z= 131 Ibs
8d(0.131"x 2 5")NAIL(TOENAILED) Z= 83 Ibs
0 131"x 3"NAIL(TOENAILED) Z= 109 Ibs
�� 8d(0 131"x 2.5")NAIL(ENDNAILED) Z= 67 Ibs
10d(0 131"x 3")NAIL(ENDNAILED) Z= 88 Ibs �
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs -
16d(0.162"x 3 5")NAIL(FACE NAILED) Z= 191 Ibs
- - 16d(0 162"x 3 5")NAIL(ENDNAILED) Z= 128 Ibs
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
0 131"x 2 5"COMMON NAIL(FACE NAILED) Z= 69 Ibs��ns"SIDE,WITHDRAWAL)
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
SIMPSON RSP4(1)PLATE Z= 285 Ibs
(2)SIMPSON RSP4(1)PLATES Z= 570 Ibs
(3)SIMPSON RSP4(1)PLATES Z= 855 Ibs
, 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7" Z= 70 plf
7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 296 plf
7/16"OSB(BLOCKED)w/8d NAILING @ 6"!12" � Z= 328 plf
' 19/32"MIN OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 309 pif
19/32"MIN OSB(BLOCKED)w/8d NAILING @ 6"/12" Z= 347 plf _
7/16"OSB(BLOCKED)w/8d NAILING @ 6"/12"&4"o c.@ PERIMETER Z= 437 plf
19/32"OSB(BLOCKED)w!8d NAILING @ 6"/12"&4"o.c.@ PERIMETER Z= 461 plf -
19/32"OSB(BLOCKED)w/Sd NAILING @ 4"/12"&2 1/2"o c@ PERIMETER,DOUBLE FRAMING Z= 694 plf
NOTE SIMPSON CONNECTORS&FASTEN VALUES ASSUME SPF FRAMING MATERIAL
ANCHOR BOLT VALUES ASSUME DF/SP VALUES
PREPARED BY:BARLOW ENGINEERING.P.C. -
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
- (per ASCE 7-05)
DESIGN UPLIFT LOADS
ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf
WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 10 psf
ROOF SPAN(RS)= 13 75 ft
TRUSS SPACING(TOC)= 16 in
STUD SPACING(SOC)= 16 in
FIRST FLOOR HEIGHT(H�)= 8 5 ft
UPLIFT CONNECTION LOAD:
PER TRUSS INTERACTION CALCS,Wup= 225 plf
STANDARD TRUSS TO CEILING BAND CONNECTION:
(4)10d(0.131"x 3")NAIL(ENDNAILED) Z= 4 NAILS x 88 Ibs/NAIL
Z= 352 Ibs
REQUIRED TRUSS TIE DOWN:
P„P=wup*TOC-352 Ibs
P„P= 225 plf*16 in/12-352 Ibs=
P„p= 0 Ibs
r
USE(4)10d(0.131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
MO ADDITIONAL CONNECTION REQUIRED
REQUIRED SIDEWALL STUD TIE DOWN LOADING:
1ST FLOOR STUD TO CEILING BAND• P��P= W„P`SOC= 225"16/12= 300 Ibs
1st FLOOR STUD TO FLOOR BAND P��= P��P-0 6"WDL*H� 'SOC=
P��y= 3001bs-06"12psf*85ft'16m/12= 2191bs
CHECK FASTEMERS: 8d NAIL Z= 127 3 Ibs
300 Ibs!127.3 Ibs/FASTENER= 2 36 FASTENERS
USE (3)8d NAIL(S)EACH END
16 ga.STAPLE Z= 48 3 Ibs
300 Ibs/48 3 Ibs/FASTENER= 6.21 FASTENERS
USE (7)16 ga STAPLE(S)EACH END
USE A 7.5 x 20 ga STRAP EACH STUD WITH(3)8d NAIL(S)EACH END
OR WITH(7)16 ga.STAPLE(S)EACH END
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 300 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) � , -
SIDEWALL 1st FLOOR BAND TO SILL PLATE CONNECTION: _
SIDEWALL UPLIFT AT SILL PLATE: wsP= P��,/SOC-0.6*FDL"W�/4=
wsP= 2191bs*12/16in-0.6*10psf*1375ftl4,=
wsP= 144 plf ,
' PLATE CONNECTION AT MAX.SPACING: -
MAX.PLATE SPACING(POC)= 72 in
Psp— Wsp�POC= 144 plf*72= 864 Ib
SIMPSON RSP4(1)PLATE Z= - 285 Ibs
864 Ibs = 3 PLATES
� 285 Ibs (MIN (1)PLATE AT MAX SPACING)
USE(3)SIMPSON RSP4(1)PLATE AT 72"o.c.max.
TO CONNECT FLOOR BAND TO SILL PLATE
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 864 Ibs -
� CHECK BENDING IN RIMBAND:
DBL 2x10 SPF#2 RIMBAND DESIGN VALUES:
SECTION MODULUS(S)= 42.78 If13
ALLOWABLE BENDING(fb)= 875 psi
M�= w�„*BOCZ=
8
M�= 144 plf*(72/12)^2= 7776 in-Ibs
�. 8 -
APPLIED fb= MM4Y = 7776 in-Ibs= 182 psi
, S 42.78 in^3
ALLOWABLE BENDING(fb)= 875 psi > APPLIED fb= 182 psi
DBL.2x10 SPF#2 RIMBAND IS OK _
' PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
" (per ASCE 7-05)
LATERAL LOAD AT ROOF/CEILING DIAPHRAGM
ROOF SPAN= 13 75 ft
ROOF PITCH= 9/12
WIND PERPENDICULAR TO RIDGE:
145 plf
WIND PARALLEL TO RIDGE:
186 plf
LATERAL LOAD AT FLOOR DIAPHRAGM
WIND PERPENDICULAR TO RIDGE:
257 plf
WIND PARALLEL TO RIDGE:
231 plf
PREPARED BY:BARLOW ENGINEERING:P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) `
LATERAL FRAMING CONNECTION LOADS FROM WIND:
(FOR ROOF-TO-PLATE,PLATE-TO-PLATE,PLATE-TO-STUD,AND PLATE-TO-FLOOR)
PER ASCE 7-05 WIND PRESSURE(w)= 40 psf
wl-wall'= w*H/2=
170 plf �
TRUSS MULTIPLIER= 1 33
STUD MULTIPLIER= 1 33
TRUSS TO TOP PLATE CONNECTION:
Pc= W�-wan�M24= 170 plf"1 33= 226 Ibs
#OF 0.131"x 3"NAIL(TOENAILED)REQUIRED= P� = 226 Ibs = 3 NAILS
Z 109 Ibs
. USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION:
SPACING OF 8d(0 131"x 2 5")NAIL(FACE NAILED)= Z*12 = 100 Ibs*12= 7 in O.0
wi-Waii 170 plf (16"max)
ATTACH WITH 8d(0.131"x 2.5")NAIL(FACE NAILED)AT 7"ON CENTER
PLATE TO STUD COPINECTION:
Pc= W�-wa��"M16= 170 plf*1.33= 226 Ibs
#OF 10d(0.131"x 3")NAIL(ENDNAILED)REQUIRED= s = 226 Ibs = 3 NAILS
Z 881bs
• USE(3)10d(0.131"x 3")NAIL(ENDNAILED)PER STUD
BOTTOM PLATE TO FLOOR CONNECTION:
SPACING OF 16d.(0.131"x 3 5")NAIL(FACE NAILED)= Z*12 = 131 Ibs*12= 9 in O.0
wi-Waii 170 plf (16"max)
AITACH WITH 16d(0.131"x 3.5")NAIL(FACE NAILED)AT 9"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 170 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
� (per ASCE 7-05)
TOP PLATE SPLICE LENGTH
STRUCTURE WIDTH(W)= 13 75 ft
STRUCTURE LENGTH(L)= 9.92 ft
10d(0 131"x 3")NAIL(FACE NAILED) Z= 131 Ibs
ROOF DIAPHRAGM LOADING(w�-Pef)= 145 plf
DIAPHRAGM CHORD FORCE= T= wl-per`LZ = 145 plf"9.92 ft^2= 130 Ibs
8"W 8*13.75ft
REQUIRED SPLICE LENGTH(w/(2)10d 4"o c.)• T"'4"'/12"/ft = 130 Ibs*4"/12"/ft= 1 ft
2"Z 2*131 Ibs/NAIL
TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 10d(0.131"x 3")NAIL(FACE NAILED)4"o.c
ROOF DIAPHRAGM SHEATHING REQUIREMENTS
ROOF SPAN(RS)= 13 75 ft _
ROOF LENGTH(RL)= 9 92 ft
ROOF PITCH= 9!12
ROOF ANGLE(RA)= 36.9 °
�✓�-per= 145 plf
STAIVDARD,ROOF SHEATHING= 7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
ROOF SHEATHING SHEAR CAPACITY(v�)= 296 pif
STANDARD CEILING SHEATHING= 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
CEILING SHEATHING SHEAR CAPACITY(v�)= 70 plf
MAX DIAPHRAGM SHEAR(v)= L*wl_oer�2= 9 92 ft'145 plf/2= 53 plf
RS 13 75 ft
NET DIAPHRAGM SHEAR CAPACITY(V„)= V,+v�= 296 plf+70 plf= 366 plf
DIAPHRAGM SHEAR CAPACITY STANDARD ROOF/CEILING DIAPHRAGM
REQUIRED=53 plf � CAPACITY=366 plf
STANDARD ROOF/CEILING DIAPHRAGM OK
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN , PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) � `
FLOOR DIAPHRAGM SHEATHING REQUIREMENTS
� � BUILDING WIDTH(W)= 13 75 ft
BUILDING LENGTH(L)= 9 92 ft
FL�.Pef= 257 plf ,
STANDARD FLOOR SHEATHING= 19/32"MIN.OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
FLOOR DIAPHRAGM SHEAR CAPACITY(vf)= 309 plf
MAX FLOOR DIAPHRAGM SHEAR(v)= L*3/4"FLl=oer�2= 9.92 ft*3/4*257 plf/2= 70 plf
W 13.75 ft
DIAPHRAGM SHEAR CAPACITY STANDARD ROOF/CEILING DIAPHRAGINI
' REQUIRED=70 plf � CAPACITY=309 pif
STANDARD FLOOR DIAPHRAGM OK ,
SHEATHING SUCTION CONNECTION PER ASCE 7-05 C-C PRESSURES, p .55-58
TRUSS SPACING(TOC)= 16 in O.0
STUD SPACING(SOC)= 16 in O C.
0 131"x 2 5"COMMON NAIL(FACE NAILED) 69 Ibs(7/16"SIDE MEMBER;WITHDRAWAL)
' a= 3ft ,
FOR ROOF ZONE 1 (FIELD):
p= 34.9 psf
TRUSS LOADING= 34 9 psf x 16"o.c /12"/ft= 47 plf
47 plf = 0.7 FASTENERS/ft= 17 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING. 12 in O.C.
' USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c. -
FOR ROOF ZONE 2(EDGE): ' -
� p= 40 81 psf
TRUSS LOADING= 40 81 psf x 16"o c./12"/ft= 54 plf
� 54 plf = 0 8 FASTENERS/ft= 15 in O.0
69 Ibs/FASTENER MAX ALLOWABLE SPACING• 12 m O.C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
' � PREPARED BY:BARLOW ENGINEERING.P.C.
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.
SHEARWALL DESIGW _ PROFESSIONAL BUILDING SYSTEMS
" (per A►SCE 7-05)
FOR ROOF ZONE 3(CORNER):
p= 40.81 psf
TRUSS LOADING= 40 81 psf x 16"o.c /12"/ft= 54 plf
54 plf = 0 8 FASTENERS/ft= 15 in O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING• 12 m O C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 30H(CORNER OVERHANG):
p= 64 47 psf
TRUSS LOADING= 64 47 psf x 16"o c /12"/ft= 86 plf
86 plf = 1.3 FASTENERS/ft= �9 in O C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 9 in o.c.
FOR WALL ZONE 4(FIELD):
p= 37 85 psf
STUD LOADING= 37 85 psf x 16"o c /12"/ft= 50 plf
50 pif = 0.8 FASTENERS/ft= 15 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O C
USE 0.131"x 2.5"CONiMON NAIL(FACE NAILED)AT 12 in o.c.
FOR WALL ZONE 5(EDGE):
p= 46 73 psf
STUD LOADING= 46.73 psf x 16"o c /12"/ft= 62 plf
62 plf = 0 9 FASTENERS/ft= 13 m O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
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�
SHEARWALL DESI('sN PROFESSIONAL BUILDING SYSTEMS •
(per ASCE 7-05) "
FIRST FLOOR ENDWALl.#1 SHEARWALL REACTION
BREAKFAST NOOK EXTERIOR END
FIRST FLOOR WIDTH(W�)= 13.75 ft
FIRST FLOOR LENGTH(Li)= 9.92 ft
SHEARWALL TYPE PORTAL FRAME-SEE HAND CALCULATIONS
1st FL NUMBER OF SHEARWALLS(Nend)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rend��= L�"W�-per�Nend+ADDITIONAL=
Rendt= 9•92 ft"'145 plf/2+0 Ibs= 720 IbS
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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f
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
" (per ASCE 7-05)
TFiIS SHEET IfVTENTIOfVALLY LEFT BLANK
SEE PORTAL FRAME CALCULATIONS
PREPARED BY:BARLOW ENGINEERING.P.C.
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,
SHEARWALL DESIGiV PROFESSIOfVAL BUILDING SYSTEMS
(per ASCE 7-05) "
FIRST FLOOR ENDWALL#2 SHEARWALL RE�4CTION
BRE�.KFA�ST NOOK AT MAIN STRUCTURE END
FIRST FLOOR WIDTH(W�)= 13 75 ft
FIRST FLOOR LENGTH(L�)= 9 92 ft
SHEARWALL TYPE LOAD DISTRIBUTED TO MAIN STRUCTURE
1st FL.NUMBER OF SHEARWALLS(Nend)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rendt)_ ��"W�-per�Nend+ADDITIONAL=
Rend�= 9 92 ft*145 plf/2+0 Ibs= 720 IbS
PREPARED BY:BARLOVV ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
` (per ASCE 7-05)
FIRST FLOOR ENDWALL: SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 13 75 ft
FIRST FLOOR LENGTH(L�)= 9 92 ft
FL�-per= 257 plf
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0 148"x 3")NAIL(TOENAILED) Z= 132 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
MAXIMUM FIRST FLOOR ENDWALL SHEAR LOAD= 720 Ibs
TRUSS BOTTOM CHORD TO TOP PLATE CONNECTION:
#TOENAILS PER FOOT= V/Z/W= 720 Ibs/132 Ibs/13 75 ft= 0.4 NAILS/ft
TOENAIL SPACING= 12/#= 12/0.4= 16 "O C (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 720 Ibs/575 Ibs/13 75 ft= 0 1 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0 1 = 72 "O.0 (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 16"ON CENTER
OR USE(1)SIMPSOPI LTP4 PLATE @ 72"ON CENTER
OR CONNECTION TO WITHSTAPID A SHEAR FORCE OF 720 Ibs
RIMBAND TO SILL PLATE CONNECTION: (AT ENDWALL#1 -SEE ALSO PORTAL FRAME CALCULATIONS)
V= MAX ENDWALL SHEAR+L�X(3/4*FL�-Pef��2=
V= 720 1bs+9 92 ft x(3/4*257 plfl/2 1676 1bs
TOTAL AVAILABLE RIMBAND LENGTH= 13 75 ft
#TOENAILS PER FOOT= V/Z/W= 1676 Ibs/132 Ibs/13 75 ft= 0.9 NAILS/ft
. TOENAIL SPACING= 12/#= 12/0 9= 12 "O.0 (16"MAX)
r
#LTP4 PLATES PER FOOT= V/Z/W= 1676 Ibs/575 Ibs!13 75 ft= 0 2 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0 2= 56 "O C. (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 12"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 56'°ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1677 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
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�
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 1676 Ibs/1056 Ibs= 2 BOLTS
PROVIDE MIN.(2)1/2"ANCHOR BOLTS AT EQUAL SPACING
ANCHOR BOLTS TO BE A NlIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTIOIV TO WITHSTAND A SHEAR FORCE OF 1677 Ibs
#5/8"ANCHOR BOLTS= V/Z= 1676 Ibs/1488 Ibs= 2 BOLTS
PROVIDE MIN.(2)5/8"ANCHOR BOLTS AT EQUAL SPACING
ANCHOR BOLTS TO BE A MIiV.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1677 Ibs
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rend1 —
�Li X-Cp
FIRST FLOOR ENDWALL#1• V= 720 Ibs = 174 plf
4.15'1
FIRST FLOOR ENDWALL#2: V= 720 Ibs = 116 plf
9.11 *0 682
MAXIMUM FIRST FLOOR ENDWALL UNIT SHEAR= 174 plf
CHECK SHEATHING CAPACITY
7/16"OSB SHEATHING 3168 plf (165 Ibhn X 1 6 X 12)
7/16"OSB SHEATHIIdG MEET THE SHEAR CAPACITY REQUIRMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION.
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 174 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 1 84 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12!#= 12!1.84= 6 52 "O.C.
#OF ROWS• 1 ROW(S)
8d NAIL SPACING W ITHIN EACH ROW= 1 *SPACING 1 "6 52 o c 6 "O C
USE SHEATHIfdG CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 6"O.C.
OR CONNECTION TO V111THSTAND A SHEAR FORCE OF 774 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
" (per ASCE 7-05)
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION•
8d(0.131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 174 pif
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 1.84 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/1.84= 6.52 "O.C.
#OF ROWS. 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1 'SPACING 1 *6 52 o.c. 6 "O C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 6"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 174 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 174 pif
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND
WIDTH OF GLUE STRIP REQUIRED= V = 174 plf = 1 "
Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS: NON-SHEARWALL
BREAKFAST NOOK W/DOOR SIDE
FIRST FLOOR WIDTH(W�)= 13.75 ft
FIRST FLOOR LENGTH(L�)= 9 92 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR(NON-SHEARWALL)
SHEATHING EDGE 8d NAIL SPACING= 6 in O.0 (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf
MIN.SHEARWALL SEGMENT LENGTH= 2.4 ft
FULL HEIGHT SHEATHING PROVIDED(�.L,)= 3.38 ft
1st FL.PERCENT FULL HEIGHT SHEATHING= 34 %
1st FL.MAX UNRESTRAINED OPENING HEIGHT= 0.0 ft
SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 2305 3.7 2,IBC)
1st FL NUMBER OF SHEARWALLS(NS,ae)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rsmei)= Wi�W�-pare�Nside i'ADDITIONAL=
RS,aei= 13.75 ft*186 plf/2+0 Ibs= 1279 Ibs
MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)= Rside��V = 1279 Ibs/436= 2.93 ft
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LSW/Co= 2.93 ft/1 = 2.94 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=2.94 ft PROVIDED=3.38 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDEWALL#1: UPLIFT DUE TO OVERTURNING
FULL HEIGHT SHEATHING PROVIDED(�L,)= 3 38 ft
SHEARWALL ADJUSTMENT FACTOR(CP)= 1
SHEARWALL REACTION(RS,de�)= 1279 Ibs
WALL HEIGHT(H)= 8 5 ft
UPLIFT FORCE(UE�)= Rs,de�x H =
�.L,xCo
UE�= 1279 Ibs x 8 5 ft = 3217 Ibs
338x1
PREPARED BY:BARLOlN ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS: NON-SHEARWALL
BREAKFAST NOOK SIDE
FIRST FLOOR WIDTH(W�)= 13.75 ft
FIRST FLOOR LENGTH(L�)= 9 92 ft
SHEARWALL TYPE. 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR(NON-SHEARWALL)
SHEATHING EDGE 8d NAIL SPACING= 6 in O.0 (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf
MIN.SHEARWALL SEGMENT LENGTH= 2 4 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 3.69 ft
1st FL PERCENT FULL HEIGHT SHEATHING= 37 %
1st FL MAX UNRESTRAINED OPENING HEIGHT= 0.0 ft
SHEAR ADJUSTMENT FACTOR(Co)= 1 000 (TABLE 2305.3.7.2, IBC)
1st FL NUMBER OF SHEARWALLS(Ns,ae)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rside�)= Wt'W�-Pare�Nside+ADDITIONAL=
Rside�= 13.75 ft"186 plf/2+0 Ibs= 1279 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(LSW)= Rside�/V = 1279 Ibs/436 plf= 2.93 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LSW/Co=2.93 ft/1 = 2.94 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=2.94 ft PROVIDED=3.69 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDEWALL#2: UPLIFT DUE TO OVERTURNING
FULL HEIGHT SHEATHING PROVIDED(�Li)= 3.69 ft
SHEARWALL ADJUSTMENT FACTOR(CP)= 1.000
SHEARWALL REACTION(Rside�)= 1279 IbS
WALL HEIGHT(H)= 8 5 ft
UPLIFT FORCE(UE�)= Rs,de�x H =
�L,xCo
UE�= 1279 Ibs x 8 5 ft = 2947 Ibs
369x1
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
FIRST FLOOR SIDEWALL: SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 13.75 ft
FIRST FLOOR LENGTH(L�)= 9.92 ft
FL�-para= 231 plf
W�-Pa�= 186 plf
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
. (1)SIMPSON LTP4 PLATE Z= 575 Ibs
(3)SIMPSON RSP4(1)PLATES Z= 855 Ibs
MAXIMUM FIRST FLOOR SIDEWALL SHEAR LOAD= 1279 Ibs
RIMBAND TO SILL PLATE CONNECTION:
V= MAX SIDEWALL SHEAR+W�x(3/4*FL�_pa�)/2=
V= 1279 Ibs+13 75 ft x(3/4*231 pl fl/2 2470 Ibs
#TOENAILS PER FOOT= V/Z/L�=2470 Ibs/132 Ibs/9.92 ft= 1 9 NAILS/ft
TOENAIL SPACING= 12/#= 12/1.9= 6 "O.C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 2470 Ibs/575 Ibs/9 92 ft= 0 4 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0 4= 28 "O.C. (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 6"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE AT 28"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 2471 Ibs
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 2470 Ibs/1056 Ibs= 3 BOLTS
BOLT SPACING= (L-2)/(N-1)_ (9.92 ft-2)/(3-1)= 47 in
USE(3)1/2"ANCHOR BOLTS AT EQUAL SPACING
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 2471 Ibs
#5/8"ANCHOR BOLTS= V/Z= 2470 Ibs/1488 Ibs= 2 BOLTS
BOLT SPACING= (L-2)/(N-1)_ (9.92 ft-2)/(2-1)= 72 in
USE(2)5/8"ANCHOR BOLTS EQUAL SPACING
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 2471 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
` (per ASCE 7-05)
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rend� _
�L,xCo
FIRST FLOOR SIDEWALL#1 V= 1279 Ibs = 379 plf
3.38 x 1
FIRST FLOOR SIDEWALL#2• V= 1279 Ibs = 347 plf
3.69 x 1
MAXIMUM FIRST FLOOR SIDEWALL UNIT SHEAR= 379 plf
CHECK SHEATHING CAPACITY
7/16"OSB SHEATHING 3168 plf (165 Ib/in X 1 6 X 12)
7/76"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIRMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION•
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 379 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 3 99 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/3.99= 3.00 "O.C.
#OF ROWS 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1 SPACING 1 '3 o.c. 3 "O.C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 379 pif
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#Sd NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 379 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 3.99 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/3.99= 3 00 "O.C.
#OF ROWS. 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1 *SPACING 1 *3 o.c. 3 "O C
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 379 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 379 plf
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND.
WIDTH OF GLUE STRIP REQUIRED= V = 379 pif = 1 "
- Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
COMBINED CORNER HOLDDOWN REQUIREMENTS
UPLIFT FORCES: (SEE ABOVE FOR CALCULATIONS)
1st FLOOR ENDWALL#1 UPLIFT FORCE(UE�)= 1475 Ibs
1st FLOOR ENDWALL#2 UPLIFT FORCE(UE�)= 986 Ibs
1st FLOOR SIDEWALL#1 UPLIFf FORCE(US�)= 3217 Ibs
1st FLOOR SIDEWALL#2 UPLIFT FORCE(US�)= 2947 Ibs
DEAD LOADS:
FIRST FLOOR WIDTH(W�)= 4.15 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR LENGTH(L�)= 3 38 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR HEIGHT(H�)= 8.5 ft
ROOF 8�CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf
WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 10 psf
SIDEWALL FIRST FLOOR CORNER:
ROOF DEAD LOAD= 0.6*RDL`W�*L�/8=
ROOF DEAD LOAD= 0.6*15 psf*4 15 ft*3.38 ft/8= 16 Ibs
WALL DEAD LOAD= 0.6'(WDL`H�*L�/2)_
WALL DEAD LOAD= 0.6`12 psf*8.5 ft*3 38 ft/2= 103 Ibs
1st FLOOR DEAD LOAD= 0.6*FDL*W�*L�/8=
1st FLOOR DEAD LOAD= 0.6*10 psf'4 15 ft'3.38 ft/8= 11 Ibs
TOTAL DEAD LOAD= 16 Ibs+103 Ibs+11 Ibs= 130 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT
3217 Ibs-130 Ibs= 3087 Ibs
ENDWALL FIRST FLOOR CORNER:
WALL DEAD LOAD= 0 6*(WDL*H�*W�/2)_
WALLDEADLOAD= 06*12psf*85ft*4.15ft/2= 1271bs
GABLEWALLDEADLOAD= 06`(WDL*(H/2)*W/2)=
GABLEWALLDEADLOAD= os`12psf•((sliz)•�a.isniz�iz�•(4.15ft)/2= 121bS
TOTAL DEAD LOAD= 127 Ibs+12 Ibs= 139 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT
1475 Ibs-139 Ibs= 1336 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
FIRST FLOOR HOLDDOWNS
UPLIFT FORCE= 3217 Ibs(MAX.OF FIRST FLOOR UPLIFT FORCES)
FIRST FLOOR DEAD LOAD(DL�)= 130 Ibs+139 Ibs= 269 Ibs
HOLDDOWN FORCE= 3217 Ibs-269 Ibs= 2948 Ibs
PROVIDE CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2948 Ibs
(SEE ALSO PORTAL FRAME CALCULATIONS)
FIRST FLOOR CORNER STUD CONNECTION
16d(0.162"x 3 5")NAIL(FACE NAILED) Z= 191 Ibs
MAX CORNER STUD CONNECTION LOAD= 3087 Ibs
NAIL SPACING(2 ROWS)= 2'H*Z = 2*8.5 ft*191 Ibs= 12 in O.C.
U 3087 Ibs (16"MAX)
#OF 1/4"DIA.LAG SCREW REQUIRED= U = 3087 Ibs = 14 LAG SCREWS
Z 224 Ibs (6 MIN)
FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 12"ON CENTER
OR USE(14)1/4"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
,,�.
,a� ✓'
,s
s�?� .��'
R ,�
<�`'� ,�''
,,� ,�`a��how�` �y /'� rr,,
.\, rr r,,."'
`��
,, `� ,f \� r� ,,;,
BUILDING INFORMATION: GARAGE
JOB NUMBER= 140755
PLAN NAME/NUMBER= PBS-56701
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
ROOF SPAN= 24 ft
TRUSS SPACING(TOC)= 16 in
STUD SPACING(SOC)= 16 in
WIND SPEED(V3S)= 120 mph
EXPOSURE FACTOR= C
SHEATHING FASTENING MUST USE THE MORE RESTRICTIVE FASTENING OF THAT SPECIFIED FOR
SHEARWALL SHEATHING FASTENING AND SHEATHIPIG SUCTION FASTENING
"8d"AND"8d COMMON"=0.131"x 2.5"NAIL
SHEARWALL SUMMARY:
FIRST FLOOR ENDWALL#1: LOAD DISTRIBUTED TO 1 EW#2 OF MAIN STRUCTURE
COMMON WALL W/MAIN STRUCTURE END
FIRST FLOOR ENDWALL#2: PORTAL FRAME-SEE PORTAL FRAME CALCULATIONS
GARAGE DOOR END
FIRST FLOOR SIDEWALL#1: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
REAR SIDE WITH 8d COMMON NAILS SPACED AT 4"EDGE
FIRST FLOOR SIDEWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
, FRONT SIDE WITH 8d COMMON NAILS SPACED AT 3"EDGE �
� PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
SHEATHING SUMMARY:
ROOF SHEATHING: 7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
� CEILING SHEATHING: 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
SHEATHING SUCTION FASTENING: FOR ROOF ZONE 1 USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 2 USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in a.c
FOR ROOF ZONE 3(CORNER) USE 0.131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o c
FOR ROOF ZONE 30H(CORNER OVERHANG)• USE 0.131"x 2 5"COMMON NAIL(FACE NAILED)AT 9 in o.c
FOR WALL ZONE 4: USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
. FOR WALL ZONE 5: USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
EDGE DIMENSION,a= 3 ft
CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT
UPLIFT CONNECTIONS
REQUIRED TRUSS TIE DOWN: USE(4)10d(0 131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
USE(1)SIMPSON H2.5A EACH TRUSS
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 142 Ibs
1ST FLOOR STUD TO CEILING BAND: USE A 1 5 x 20 ga STRAP EACH STUD WITH(4)8d NAIL(S)EACH END
OR WITH(11)16 ga.STAPLE(S)EACH END
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 493 Ibs
1st F�oOR STUD TO FLOOR BAND: USE A 1.5 x 20 ga STRAP EACH STUD WITH(4)8d NAIL(S)EACH END
OR WITH(11)16 ga.STAPLE(S)EACH END
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 412 Ibs
FLOOR BAND TO SILL PLATE CONNECTION USE(3)SIMPSON RSP4(1)PLATE AT 32"o.c.max.
TO CONNECT FLOOR BAND TO SILL PLATE
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 824 Ibs AT THAT SPACING
LATERAL CONNECTIONS
TRUSS TO TOP PLATE CONNECTION: USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION: ATTACH WITH 8d(0.131"x 2.5")NAIL(FACE NAILED)AT 7"ON CENTER
PLATE TO STUD CONNECTION• USE(3)10d(0.131"x 3")NAIL(ENDNAILED)PER STUD
BOTTOM PLATE TO FLOOR CONNECTION ATTACH WITH 16d(0 131"x 3.5")NAIL(FACE NAILED)AT 9"ON CENTER
TOP PLATE SPLICES
TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 10d(0 131"x 3")NAIL(FACE NAILED)4"o.c -
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
SHEAR CONNECTIONS
FIRST FLOOR ENDWALL
TRUSS BOTTOM CHORD TO TOP PLATE CONNECTION. USE 10d(0.148"x 3")NAIL(TOENAILED)@ 16"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 72"ON CENTER -
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1544 Ibs
RIMBAND TO SILL PLATE CONNECTION: SEE PORTAL FRAME CALCULATIONS
SILL PLATE TO FOUNDATION CONNECTION: PROVIDE MIN.(3)1/2"ANCHOR BOLTS (MIN.(1)EACH AVAILABLE WALL SEGME
OR PROVIDE MIN (3)5/8"ANCHOR BOLTS(MIN (1)EACH AVAILABLE WALL SE(
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 3086 Ibs
SEE ALSO PORTAL FRAME CALCULATIONS
FIRST FLOOR SIDEWALLS
UNIT SHEAR SHEATHING TO RIMBAND CONNECTION: USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 3"O C
OR CONNECTION TO W ITHSTAND A SHEAR FORCE OF 726 plf
UNIT UPLIFT SHEATHING TO RIMBAND CONNECTION. USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 3"O C
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 726 pif
NOTE SPACE ROWS OF NAILS MIN.3"APART VERTICALLY
ALTERNATE. FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o c.
RIMBAND TO SILL PLATE CONNECTION: USE 10d(0.148"x 3")NAIL(TOENAILED)@ 3"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE AT 16"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 7062 Ibs
SILL PLATE TO FOUNDATION CONNECTION USE 1/2"ANCHOR BOLTS AT 28"O C
OR USE 5/8"ANCHOR BOLTS @ 42"O C
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 7062 Ibs
HOLDDOWN CONNECTIONS
FIRST FLOOR CORNER HOLDDOWN: PROVIDE CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5787 Ibs
SEE ALSO PORTAL FRAME CALCULATIONS
FIRST FLOOR CORNER STUD CONNECTION FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 6"ON CENTER
OR USE(21)3/8"DIA.LAG SCREWS
PREPARED BY: BARLOW ENGINEERIPIG.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
DESIGN PARAMETERS
MEAN ROOF HEIGHT(MRH)= 25.46 ft(PER HAND CALCS)
NUMBER OF STORIES= 1
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
BUILDING ASPECT RATIO(L/W)= 0.67
FLOOR JOIST DEPTH= 9 25 in
MAX.VERTICAL FLOOR OFFSET= 0 in
FLOOR ASPECT RATIO(L/W)= 0.67
MAX.FLOOR DIAPHRAGM OPENING WIDTH= 24 ft
MAX.FLOOR DIAPHRAGM OPENING LENGTH= 16 ft
FIRST FLOOR HEIGHT(H�)= 8 5 ft
CEILING ASPECT RATIO(LNV)= 0.67
MIN.SHEARWALL SEGMENT(H/3.5)= 2 43 ft
ROOF PITCH= 12/12
CONNECTION INFORMATION:
TRUSS TO PLATE CONNECTORS
UPLIFT STRENGTH: SHEAR STRENGTH
(1)SIMPSON H2.5A U= 480 Ibs FZ= 110 Ibs
- (2)SIMPSON H2.5A U= 960 Ibs i FZ= 220 Ibs
(2)SIMPSON LS50 U= 1260 Ibs FZ= _ 0 Ibs
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 100 psi(END-GRAIN)
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
FLAT STRAPS MAXIMUM FASTENERS: 8d NAIL 16 ga.STAPLE
1.5 x 26 ga STRAP Z= 630 Ibs Z= 76.7 49.9 Ibs
1.5 x 22 ga STRAP Z= 1053 Ibs Z= 1272 48.6 Ibs
1.5 x 20 ga STRAP Z= 1265 Ibs Z= 127.3 48 3 Ibs
(2)1.5 x 20 ga STRAP Z= 2530 Ibs Z= 131.4 46 Ibs
(3)1.5 x 20 ga STRAP Z= 3795 Ibs Z= 140.5 45.1 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
HOLDDOWNS w/1 1/2"EDGE DISTANCE
MINIMUM 8"STEM VVALL
ASSUME 3000 psi Fc CONCRETE
SIMPSON HHDQ11-SDS2.5 Z= 8505 Ibs
SIMPSON HHDQ14-SDS2.5 Z= 10745 Ibs
SIMPSON STHD14RJ Z= 4430 Ibs
(2)SIMPSON STHD14RJ Z= 8860 Ibs
1/2"DIA THRU BOLT Z= 623 Ibs
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
1/4"DIA.LAG SCREW Z= 224 Ibs
3/8"DIA LAG SCREW Z= 288 Ibs
3/8"DIA.x 12"LAG TOE SCREW Z= 208 Ibs
8d(0.131"x 2.5")NAIL(FACE NAILED) Z= 100 Ibs
10d(0 131"x 3")NAIL(FACE NAILED) Z= 131 Ibs
16d(0 131"x 3.5")NAIL(FACE NAILED) Z= 131 Ibs
8d(0.131"x 2.5")NAIL(TOENAILED) Z= 83 Ibs
0.131"x 3"NAIL(TOENAILED) Z= 109 Ibs
8d(0.131"x 2.5")NAIL(ENDNAILED) Z= 67 Ibs
10d(0.131"x 3")NAIL(ENDNAILED) Z= 88 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
16d(0 162"x 3 5")NAIL(FACE NAILED) Z= 191 Ibs
16d(0.162"x 3.5")NAIL(ENDNAILED) Z= 128 Ibs
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
0.131"x 2.5"COMMON NAIL(FACE NAILED) Z= 69 Ibs plas°SIDE,WITHDRAWAL)
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
SIMPSON RSP4(1)PLATE Z= 285 Ibs
(2)SIMPSON RSP4(1)PLATES Z= 570 Ibs
(3)SIMPSON RSP4(1)PLATES Z= 855 Ibs
1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"!7" Z= 70 plf
7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 296 plf
7/16"OSB(BLOCKED)w/8d NAILING @ 6"/12" Z= 328 plf
19/32"MIN.OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 309 plf
19/32"MIN.OSB(BLOCKED)w/8d NAILING @ 6"/12" Z= 347 plf
7/16"OSB(BLOCKED)w/8d NAILING @ 6"/12"&4"o.c @ PERIMETER Z= 437 plf
19/32"OSB(BLOCKED)w/8d NAILING @ 6"/12"&4"o c.@ PERIMETER Z= 461 pif
19/32"OSB(BLOCKED)w/8d NAILING @ 4"/12"&2 1/2"o c@ PERIMETER,DOUBLE FRAMING Z= 694 plf
NOTE: SIMPSON CONNECTORS 8�FASTEN VALUES ASSUME SPF FRAMING MATERIAL
ANCHOR BOLT VALUES ASSUME DF/SP VALUES
PREPARED BY: BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGfd PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
DESIGN UPLIFT LOADS
ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf
WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 0 psf
ROOF SPAN(RS)= 24 ft
TRUSS SPACING(TOC)= 16 in
STUD SPACING(SOC)= 16 in
FIRST FLOOR HEIGHT(H�)= 8 5 ft
UPLIFT CONNECTION LOAD:
PER TRUSS INTERACTION CALCS,Wup= 370 plf
STANDARD TRUSS TO CEILING BAND CONPIECTION:
(4)10d(0 131"x 3")NAIL(ENDNAILED) Z= 4 NAILS x 88 Ibs/NAIL
Z= 352 Ibs
REQUIRED TRUSS TIE DOWN:
P„P=wup*TOC-352 Ibs
P„P= 370 plf`16 in/12-352 1bs=
P„P= 142 Ibs
USE(4)10d(0.131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
USE(1)SIMPSON H2.5A EACH TRUSS
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 142 Ibs
REQUIRED SIDEWALL STUD TIE DOWN LOADING:
1ST FLOOR STUD TO CEILING BAND� P�ip= w�p`SOC= 370'16/12= 493 IbS
1st FLOOR STUD TO FLOOR BAND• P��= P��p-0.6'WDL*H�*SOC=
P��= 4931bs-0.6*12psf*85ft*16in/12= 4121bs
CHECK FASTENERS: 8d NAIL Z= 127 3 Ibs
493 Ibs/127 3 Ibs/FASTENER= 3 88 FASTENERS
USE (4)8d NAIL(S)EACH END
16 ga.STAPLE Z= 48 3 Ibs
493 Ibs/48.3 Ibs/FASTENER= 10 21 FASTENERS
USE (11)16 ga STAPLE(S)EACH END
USE A 1.5 x 20 ga STRAP EACH STUD WITH(4)8d NAIL(S)EACH END
OR WITH(11)16 ga.STAPLE(S)EACH END
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 493 Ibs
PREPARED BY: BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
SIDEWALL ist FLOOR BAND TO SILL PLATE CONNECTION:
SIDEWALL UPLIFT AT SILL PLATE: wsP= P��/SOC-0 6*FDL*W�/4=
wsP= 4121bs'12/16in-0.6*Opsf*24ft/4 =
wsP= 309 plf
PLATE CONNECTION AT MAX.SPACING:
MAX.PLATE SPACING(POC)= 32 in
PSP= WSP"POC= 309 plf*32= 824 Ib
SIMPSON RSP4(1)PLATE Z= 285 Ibs
824 Ibs = 2 9 PLATES
285 Ibs (MIN (1)PLATE AT MAX SPACING)
USE(3)SIMPSON RSP4(1)PLATE AT 32"o.c.max.
TO CONNECT FLOOR BAND TO SILL PLATE
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 824 Ibs AT THAT SPACING
CHECK BENDING IN RIMBAND:
DBL.2x10 SPF#2 RIMBAND DESIGN VALUES•
SECTION MODULUS(S)= 42.78 If13
ALLOWABLE BENDING(fb)= 875 psi
MM�= w��"BOCZ=
8
MM�= 309 plf*(32/12)^2= 3296 in-Ibs
8
APPLIED fb= M��sY = 3296�fl-IbS= 77 pSl
S 42 78 in^3
ALLOWABLE BENDING(fb)= 875 psi > APPLIED fb= 77 psi
DBL.2x10 SPF#2 RIMBAND IS OK
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
LATERAL LOAD AT ROOF/CEILING DIAPHRAGM
ROOF SPAN= 24 ft
ROOF PITCH= 12/12
WIND PERPENDICULAR TO RIDGE:
,
193 plf
WIND PARALLEL TO RIDGE:
279 plf
LATERAL LOAD AT FLOOR DIAPHRAGM
WIND PERPENDICULAR TO RIDGE:
- 257 plf
WIND PARALLEL TO RIDGE:
231 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
LATERAL FRAMING CONNECTION LOADS FROM WIND:
(FOR ROOF-TO-PLATE,PLATE-TO-PLATE,PLATE-TO-STUD,AND PLATE-TO-FLOOR)
PER ASCE 7-05 WIND PRESSURE(w)= 40 psf
wl-wall'= w*H/2= �
170 plf
TRUSS MULTIPLIER= 1 33
STUD MULTIPLIER= 1 33
TRUSS TO TOP PLATE CONNECTION:
PC= �✓I-wa�l"MZq= 170 plf*1.33= 226 Ibs
#OF 0.131"x 3"NAIL(TOENAILED)REQUIRED= � = 226 Ibs = 3 NAILS
Z 109 Ibs
USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION:
SPACING OF 8d(0.131"x 2.5")NAIL(FACE NAILED)= Z*12 = 100 Ibs*12= 7 in O.0
wi-Waii 170 plf (16"max)
ATTACH WITH 8d(0.131"x 2.5")NAIL(FACE NAILED)AT 7"ON CENTER
PLATE TO STUD CONNECTION:
Pc= WI-wa��'M16= 170 plf'1 33= 226 Ibs
#OF 10d(0 131"x 3")NAIL(ENDNAILED)REQUIRED= s = 226 Ibs = 3 NAILS
Z 881bs
USE(3)10d(0.131"x 3")NAIL(ENDNAILED)PER STUD
BOTTOM PLATE TO FLOOR CONNECTION:
SPACING OF 16d(0.131"x 3.5")NAIL(FACE NAILED)= Z*12 = 131 Ibs*12= 9 in O.C.
wi•Waii 170 plf (16"max)
ATTACH WITH i6d(0.131"x 3.5")NAIL(FACE NAILED)AT 9"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 170 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
TOP PLATE SPLICE LENGTH
STRUCTURE WIDTH(W)= 24 ft
STRUCTURE LENGTH(L)= 16 ft
10d(0 131"x 3")NAIL(FACE NAILED) Z= 131 Ibs
ROOF DIAPHRAGM LOADING(W�_Pe�)= 193 plf
DIAPHRAGM CHORD FORCE= T= wl-aer*LZ = 193 plf*16 ft"2= 258 Ibs
8`W 8*24ft
REQUIRED SPLICE LENGTH(w/(2)10d 4"o.c.) T*4"/12"/ft = 258 Ibs*4"/12"/ft= 1 ft
2*Z 2*1311bs/NAIL
TOP PLATE SPLICES SHALL BE A MIPIIMUM OF 1 ft w/(2)ROWS 10d(0.131"x 3")NAIL(FACE NAILED)4"o.c
ROOF DIAPHRAGM SHEATHING REQUIREMENTS
ROOF SPAN(RS)= 24 ft
ROOF LENGTH(RL)= 16 ft
ROOF PITCH= 12 /12
ROOF ANGLE(RA)= 45 0 °
W�-per= 193 plf
STANDARD ROOF SHEATHING= 7/16"OSB(UN-BLOCKED)w/Sd NAILING @ 6"/12"
ROOF SHEATHING SHEAR CAPACITY(v;)= 296 pif
STANDARD CEILING SHEATHING= 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
CEILING SHEATHING SHEAR CAPACITY(v�)= 70 pif
MAX DIAPHRAGM SHEAR(v)= L*wl_D0f/2= 16 ft°193 plf/2= 65 plf
RS 24 ft
NET DIAPHRAGM SHEAR CAPACITY(v„)= v�+v�= 296 plf+70 plf= 366 plf
DIAPHRAGM SHEAR CAPACITY STANDARD ROOF/CEILING DIAPHRAGM
REQUIRED=65 plf � CAPACITY=366 plf
STANDARD ROOF/CEILING DIAPHRAGM OK
(NOTE:ROOF DIAPHRAGM WITHOUT CEILING DIAPHRAGM ALSO OK)
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
SHEATHING SUCTION CONNECTION PER ASCE 7-05 C-C PRESSURES, . 55-58
TRUSS SPACING(TOC)= 16 in O.0
STUD SPACING(SOC)= 16 in O C
0 131"x 2.5"COMMON NAIL(FACE NAILED) 69 Ibs(7/16"SIDE MEMBER,WITHDRAWAL)
a= 3ft
FOR ROOF ZONE 1 (FIELD):
p= 34.9 psf
TRUSS LOADING= 34.9 psf x 16"o c /12"/ft= 47 plf
47 pif = 0.7 FASTENERS/ft= 17 m O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING. 12 in O.C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 2(EDGE):
p= 40.81 psf
TRUSS LOADING=40.81 psf x 16"o.c./12"/ft= 54 pif
54 plf = 0 8 FASTENERS/ft= 15 in O.0
69 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 m O.C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
FOR ROOF ZONE 3(CORNER):
p= 40.81 psf
TRUSS LOADING= 40 81 psf x 16"o c./12"/ft= 54 plf
54 plf = 0 8 FASTENERS/ft= 15 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING• 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 30H(CORNER OVERHANG):
p= 64.47 psf
TRUSS LOADING= 64.47 psf x 16"o c./12"/ft= 86 plf
86 plf = 1.3 FASTENERS/ft= �9 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING. 12 in O.C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 9 in o.c.
FOR WALL ZONE 4(FIELD):
p= 37 85 psf
STUD LOADING= 37 85 psf x 16"o c /12"/ft= 50 plf
50 plf = 0 8 FASTENERS/ft= 15 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING� 12 in O C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR WALL ZONE 5(EDGE):
p= 46 73 psf
STUD LOADING= 46.73 psf x 16"o c./12"/ft= 62 plf
62 plf = 0.9 FASTENERS/ft= 13 m O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O.C.
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
PREPARED BY:BARLOlN ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
- (per ASCE 7-05)
FIRST FLOOR ENDWALL#1 SHEARWALL REACTION
COMMON WALL W/MAIN STRUCTURE END
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
SHEARWALL TYPE: LOAD DISTRIBUTED TO 1 EW#2 OF MAIN STRUCTURE
SHEATHING EDGE 8d NAIL SPACING= 6 in O C.(8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf
MIN SHEARWALL SEGMENT LENGTH= 2.4 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 27 5 ft
1st FL.PERCENT FULL HEIGHT SHEATHING= 100 %
1st FL.MAX UNRESTRAINED OPENING HEIGHT= 0 ft
SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 2305.3.7.2, IBC)
1st FL.NUMBER OF SHEARWALLS(Nend)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rendt)_ ���W�-Per�Nend+ADDITIONAL=
Re�d�= 16 ft*193 plf/2+0 Ibs= 1544 Ibs
PREPARED BY:BARLOW EIJGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) `
THIS SHEET INTENTIONALLY LEFT BLANK
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
- (per ASCE 7-05)
FIRST FLOOR ENDWALL#2 SHEARWALL REACTION
GARAGE DOOR END
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
SHEARWALL TYPE: PORTAL FRAME-SEE PORTAL FRAME CALCULATIONS
SHEATHING EDGE 8d NAIL SPACING= 6 in O.0 (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf
MIN.SHEARWALL SEGMENT LENGTH= 2 4 ft
FULL HEIGHT SHEATHING PROVIDED(�Li)= 5.5 ft-TOTAL SUM OF AVAILABLE WALL SECTIONS
1st FL PERCENT FULL HEIGHT SHEATHING= 100 %
ist FL.MAX UNRESTRAINED OPENING HEIGHT= 0 ft
SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 2305.3.7.2, IBC)
1st FL NUMBER OF SHEARWALLS(Nend)= 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rendt)= L�`W�-per�Nend+ADDITIONAL=
�nd�= 16 ft*193 plf/2+0 Ibs= 1544 Ibs
FIRST FLOOR ENDWALL#2: UPLIFT DUE TO OVERTURNING
SEE PORTAL FRAME CALCULATIONS
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
FIRST FLOOR ENDWALL: SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 24 ft
_ FIRST FLOOR LENGTH(L�)= 16 ft
FL�Pef= 257 plf
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
MAXIMUM FIRST FLOOR ENDWALL SHEAR LOAD= 1544 Ibs
� TRUSS BOTTOM CHORD,TO TOP PLATE CONNECTION:
#TOENAILS PER FOOT= V/Z/W= 1544 Ibs/132 Ibs/24 fl= 0.5 NAILS/ft
TOENAIL SPACING= 12/#= 12/0.5= 16 "O.C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 1544 Ibs/575 Ibs/24 ft= 0.1 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0.1 = 72 "O.C. (72"MAX)
USE 10d(0.748"x 3")NAIL(TOENAILED)@ 16"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ T2"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 1544 Ibs
RIMBAND TO SILL PLATE CONNECTION: (AT ENDWALL#2-SEE ALSO PORTAL FRAME CALCULATIONS)
V= MAX ENDWALL SHEAR+L�x(3/4'FLi_P8f)/2=
V= 1544 Ibs+16 ft x(3/4*257 plfl/2 3086 Ibs
TOTAL AVAILABLE RIMBAND LENGTH= 5.5 ft
#TOENAILS PER FOOT= V/Z/W= 3086 Ibs/132 Ibs/5.5 ft= 4.3 NAILS/ft
TOENAIL SPACING= 12/#= 12/4.3= 2 "O.C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 3086 Ibs/575 Ibs/5 5 ft= 1.0 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/1 = 12 "O.0 (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 2"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 12"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 3086 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
- (per ASCE 7-05)
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 3086 Ibs/1056 Ibs= 3 BOLTS
PROVIDE MIN.(3)1l2"ANCHOR BOLTS (MIN.(1)EACH AVAILABLE WALL SEGMEN'n
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 3086 Ibs
#5/8"ANCHOR BOLTS= V/Z= 3086 Ibs/1488 Ibs= 3 BOLTS
PROVIDE MIN.(3)5/8"ANCHOR BOLTS(MIN.(1)EACH AVAILABLE WALL SEGMENT)
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 30861bs
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rend� _
�LiXCo
FIRST FLOOR ENDWALL#1: V= 1544 Ibs = 57 plf
27.5`1
FIRST FLOOR ENDWALL#2: V= 1544 Ibs = 281 plf
55'1
MAXIMUM FIRST FLOOR ENDWALL UNIT SHEAR= 281 plf
CHECK SHEATHING CAPACITY•
7/16"OSB SHEATHING 3168 plf (165 Ibhn X 1.6 X 12)
7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIRMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION•
8d(0.131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 281 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 2 96 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/2.96= 4.05 "O.C.
#OF ROWS• 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1 *SPACING 1 *4.05 o.c. 4 "O C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 4"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 281 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 g
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
UNIT UPLIFT CHECfC:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 281 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 2 96 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/2.96= 4 05 "O C.
#OF ROWS 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1'SPACING 1 *4.05 o.c 4 "O.0
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 4"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 281 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 281 plf
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND•
WIDTH OF GLUE STRIP REQUIRED= V = 281 plf = 1 "
Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
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SHEARWALL DESIGIV PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS
REAR SIDE
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 4 in O C (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 590 plf
MIN.SHEARWALL SEGMENT LENGTH= 2 4 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 13.48 ft
1st FL.PERCENT FULL HEIGHT SHEATHING= 84 %
1st FL MAX.UNRESTRAINED OPENING HEIGHT= 6 8 ft
SHEAR ADJUSTMENT FACTOR(Ca)= 0 822 (TABLE 2305.3.7.2, IBC)
1st FL NUMBER OF SHEARWALLS(Ns,ae)= 2
ADDITIONAL WALL LOAD= 1635 Ibs
SHEARWALL REACTION(Rside�)= W�"W�-vara�Nside+ADDITIONAL=
Rside�= 24 ft*279 plf/2+1635 Ibs= 4983 IbS
MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)= Rside��V = 4983 IbS/590= 8 45 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LSW!Co= 8.45 ft/0.822= 10.28 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=10.28 ft PROVIDED=13.48 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDEWALL#1: UPLIFT DUE TO OVERTURNING
FULL HEIGHT SHEATHING PROVIDED(�L,)= 13.48 ft
SHEARWALL ADJUSTMENT FACTOR(CP)= 0.822
SHEARWALL REACTION(Rs,aa�)= 4983 Ibs
WALL HEIGHT(H)= 8.5 ft
UPLIFT FORCE(UEi)= RS,de�x H =
�LixCo
UE�= 4983 Ibs x 8 5 ft = 3823 Ibs
13 48 x 0.822
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
FIRST FLOOR SIDEWALL#2 SHEATHIfdG LENGTH REQUIREMENTS
FRONT SIDE
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
SHEARWALL TYPE• 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 3 in O.0 (Sd NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 730 plf
MIN SHEARWALL SEGMENT LENGTH= 2.4 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 10 27 ft
1st FL.PERCENT FULL HEIGHT SHEATHING= 64 %
1st FL MAX.UNRESTRAINED OPENING HEIGHT= 6 8 ft
SHEAR ADJUSTMENT FACTOR(Ca)= 0.669 (TABLE 2305.3.7 2, IBC)
1 st FL NUMBER OF SHEARWALLS(Nside)= 2
ADDITIONAL WALL LOAD= 1635 Ibs
SHEARWALL REACTION(Rs,ae�)= W�`W�-para�Nside+ADDITIONAL=
Rside�= 24 ft*279 plf/2+1635 Ibs= 4983 IbS
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rside��V = 4983 Ibs!730 plf= 6.83 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LSW/Co= 6.83 ft I 0.669= 10.21 ft
PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING
REQUIRED=10.21 ft PROVIDED=10.27 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDEWALL#2: UPLIFT DUE TO OVERTURNIIVG
FULL HEIGHT SHEATHING PROVIDED(�.L,)= 10 27 ft
SHEARWALL ADJUSTMENT FACTOR(CP)= 0.669
SHEARWALL REACTION(Rside�)= 4983 Ibs
WALL HEIGHT(H)= 8.5 ft
UPLIFT FORCE(UE�)= RS,ae�x H =
�L,xCo
UE�= 4983 Ibs x 8 5 ft = 6165 Ibs
10.27 x 0 669
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
- (per ASCE 7-05)
FIRST FLOOR SIDEWALL: SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 24 ft
FIRST FLOOR LENGTH(L�)= 16 ft
FL�-pare= 231 plf
W�Pa,�= 279 plf
1!2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
(3)SIMPSON RSP4(1)PLATES Z= 855 Ibs
MAXIMUM FIRST FLOOR SIDEWALL SHEAR LOAD= 4983 Ibs
RIMBAND TO SILL PLATE CONNECTION: �
V= MAX SIDEWALL SHEAR+W�x(3/4*FLi.pa�)/2=
V= 4983 Ibs+24 ft x(3/4*231 plfl/2 7062 Ibs
#TOENAILS PER FOOT= V/Z/L�= 7062 Ibs/132 Ibs/16 ft= 3.3 NAILS/ft
TOENAIL SPACING= 12/#= 12/3 3= 3 "O.0 (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 7062 Ibs!575 Ibs/16 ft= 0.8 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12!0 8= 16 "O.C. (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 3"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE AT 16"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF T062 Ibs
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 7062 Ibs/1056 Ibs= 7 BOLTS
BOLTSPACING= (L-2)/(N-1)= (16ft-2)/(7-1)= . 28 in
USE 1/2"ANCHOR BOLTS AT 28"O.0
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 7062 Ibs
#5/8"ANCHOR BOLTS= V/Z= 7062 Ibs/1488 Ibs= 5 BOLTS
• BOLT SPACING= (L-2)/(N-1)_ (16 ft-2)/(5-1)= 42 in
USE 518"ANCHOR BOLTS @ 42"O.0
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 7062 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rend� _
�L,xCo
FIRST FLOOR SIDEWALL#1• V= 4983 Ibs = 450 plf
13.48 x 0.822
FIRST FLOOR SIDEWALL#2: V= 4983 Ibs = 726 plf
10.27 x 0 669
� MAXIMUM FIRST FLOOR SIDEWALL UNIT SHEAR= 726 plf
CHECK SHEATHING CAPACITY
7/16"OSB SHEATHING 3168 plf (165 Ibhn X 1 6 X 12)
7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIRMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0.131"x 2.5")NAIL(FACE NAILED),7(16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 726 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 7.65 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12!#= 12/7.65= 1 56 "O.0
#OF ROWS: 2 ROW(S)
Sd NAIL SPACING WITHIN EACH ROW= 2*SPACING 2'1.56 o c 3 "O.C.
USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 3"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 726 pif
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 1
P 12014\140755\Shearraic\PBS-56701 1-STORY GARAGE ASCE-7-05(ALL HEIGHTS)revl xls Pa9e 2��7f 25
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0 131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 726 plf
Z 95 Ibs!NAIL
#OF 8d NAILS PER FOOT= 7.65 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/7 65= 1.56 "O.C.
#OF ROWS: 2 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 2'SPACING 2'1.56 o.c. 3 "O C.
USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 3"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 726 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 726 pif
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND•
WIDTH OF GLUE STRIP REQUIRED= V = 726 plf = 1 "
Z 200psi`12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per�►SCE 7-05) '
COMBINED CORNER HOLDDOWN REQUIREMENTS
UPLIFT FORCES: (SEE ABOVE FOR CALCULATIONS)
1st FLOOR ENDWALL#1 UPLIFT FORCE(UE�)= 478 Ibs
1st FLOOR ENDWALL#2 UPLIFT FORCE(UE�)= 2387 Ibs
1st FLOOR SIDEWALL#1 UPLIFT FORCE(US�)= 3823 Ibs
1st FLOOR SIDEWALL#2 UPLIFT FORCE(US�)= 6165 Ibs
DEAD LOADS:
FIRST FLOOR WIDTH(W�)= 5 5 ft(MAX 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR LENGTH(L�)= 10.27 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR HEIGHT(H�)= 8.5 ft
ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf
WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 0 psf
SIDEWALL FIRST FLOOR CORNER:
ROOF DEAD LOAD= 0.6"RDL*W�*L�/8=
ROOF DEAD LOAD= 0 6*15 psf*5.5 ft*10 27 ft/8= 64 Ibs
WALL DEAD LOAD= 0 6*(WDL*H�`L�/2)_
WALLDEADLOAD= 06*12psf`85ft*1027ft/2= 3141bs
1st FLOOR DEAD LOAD= 0 6*FDL*W�*L�/8=
1stFLOORDEADLOAD= 0.6*Opsf*5.5ft'1027ft/8= Olbs
TOTAL DEAD LOAD= 64 Ibs+314 Ibs+0 Ibs= 378 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT
6165 Ibs-378 Ibs= 5787 Ibs
ENDWALL FIRST FLOOR CORNER:
WALL DEAD LOAD= 0 6*(WDL*H�*W�/2)_
WALL DEAD LOAD= 0 6'12 psf*8 5 ft"5.5 ft/2= 169 Ibs
GABLEWALLDEADLOAD= 0.6*(WDL*(H/2)*W/2)=
GABLEWALLDEADLOAD= os`12psf•((�zi�z)'(55ft/2)/2)•(55e)i2= 281bs
TOTAL DEAD LOAD= {NEGLECT} 0 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT
2387 Ibs-0 Ibs= 2387 Ibs
PREPARED BY: BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
` (per ASCE 7-05)
FIRST FLOOR HOLDDOWNS
UPLIFT FORCE= 6165 Ibs(MAX OF FIRST FLOOR UPLIFT FORCES)
FIRST FLOOR DEAD LOAD(DL�)= 378 Ibs+0 Ibs= 378 Ibs
HOLDDOWN FORCE= 6165 Ibs-378 Ibs= 5787 Ibs
PROVIDE CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5787 Ibs
(SEE ALSO PORTAL FRAME CALCULATIONS)
FIRST FLOOR CORNER STUD CONNECTION -
16d(0.162"x 3.5")NAIL(FACE NAILED) Z= 191 Ibs
MAX CORNER STUD CONNECTION LOAD= 5787 Ibs
NAIL SPACING(2 ROWS)= 2*H"Z = 2*8 5 ft*191 Ibs= 6 in O.C.
U 5787 Ibs (16"MAX)
#OF 3/8"DIA LAG SCREW REQUIRED= U = 5787 Ibs = 21 LAG SCREWS
Z 288 Ibs (6 MIN)
FASTEN CORNER STUDS 2 ROWS OF 76d COMMON NAILS @ 6"ON CENTER
OR USE(21)318"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615
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SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05�
�
S�tyv
���4i� \
t7
`�C' '
�y"' p,,/':d'`'�
�y�fi �,r
��'� .4�'\'�' �f •
�Z"" C;i dL��`4 �,/'�•
���� �.�� �� � �~�
l�i� C�. �,
��, s<f 'Z ,.%.
�
! `-2` ����� 1 y��,.
�
e-., �'�'IJ�, ,,r�"•-
.ti�� .t.F �,,,
`'��, J.-,.�
;r-' ��,,,.
�ti,�
�"`-•, ..'`
/r
.,,��i�����,,,,
BUILDING INFORMATION: MAIN STRUCTURE
JOB NUMBER= 140755
PLAN NAME/NUMBER= PBS-56701
FIRST FLOOR WIDTH(W�)= 27 5 ft
SECOND FLOOR WIDTH(Wz)= 27.5 ft
" FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
ROOF SPAN= 27 5 ft
TRUSS SPACING(TOC)= 16 m
STUD SPACING(SOC)= 16 in
WIND SPEED(V3S)= 120 mph
EXPOSURE FACTOR= C
SHER�THIFIG FASTENING MUST USE THE IV�ORE RESTRICTIVE FASTENING OF THAT SPECIFIED FOR
SHEARWALL SHEATHING FASTEMING AND SHEATHING SUCTION FASTENING
"8d'°AND"8d COMMON"=0.131"x 2.5"NAIL
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27675 Page 1 of 39
P�201411407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/1'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
" (per ASCE 7-05)
SHEARWALL SUMMARY:
FIRST FLOOR ENDWALL#1: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR '
BATH 3 I W.I.C./BR 1 END WITH 8d COMMON NAILS SPACED AT 3"EDGE
FIRST FLOOR ENDWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w!1/2"GWB INTERIOR
DINING ROOM/KITCHEN END WITH 8d COMMON NAILS SPACED AT 2"EDGE
DOUBLE FRAMING REQ'D AT PANEL EDGES&BOTTOM PLATE
FIRST FLOOR SIDEWALL#1: 7/16"OSB EXTERIOR(BLOCKED)w/7/16"OSB(BLOCKED)INTERIOR
BATH 3/FAMILY/DINING SIDE WITH 8d COMMON NAILS SPACED AT 4"EDGE
SEGMENTED SHEARWALL
FIRST FLOOR SIDEWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
BR 1/FOYER/BATH 4/LAUNDRY/KITCHEN SIDE WITH 8d COMMON NAILS SPACED AT 3"EDGE
SECOND FLOOR ENDWALL#1: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
BR 4/HALL/BR 3 END WITH 8d COMMON NAILS SPACED AT 6"EDGE
SECOND FLOOR ENDWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
BATH 1/HALL/BR 2 END WITH 8d COMMON NAILS SPACED AT 6"EDGE
SECOND FLOOR SIDEWALL#1: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
BR 4/BATH 2/BATH 1 SIDE WITH 8d COMMON NAILS SPACED AT 4"EDGE
SECOND FLOOR SIDEWALL#2: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
BR 3/BR 2 SIDE WITH 8d COMMON NAILS SPACED AT 6"EDGE
SHEATHING SUMNiARY:
ROOF SHEATHING: 7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
CEILING SHEATHING: 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
FLOOR SHEATHING: 19/32"MIN OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
2nd FLOOR ONLY: INCREASE TO 19/32"MIN.OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
OVER FULL LENGTH OF FUTURE BATH/STORAGE
SHEATHING SUCTION FASTENING: FOR ROOF ZONE 1 USE 0 131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o c.
FOR ROOF ZONE 2. USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 3(CORNER): USE 0.131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o c.
FOR ROOF ZONE 30H(CORNER OVERHANG) USE 0.131"x 2 5"COMMON NAIL(FACE NAILED)AT 9 in o c
FOR WALL ZONE 4 USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12 in o c.
FOR WALL ZONE 5 USE 0 131"x 2 5"COMMON NAIL(FACE NAILED)AT 12,in o.c
EDGE DIMENSION,a= 3 ft
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 2 of 39
P�20141140755\Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/1'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT
UPLIFT CONNECTIONS '
REQUIRED TRUSS TIE DOWN• USE(4)10d(0 131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
� USE(1)SIMPSON H2 5A EACH TRUSS
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 162 Ibs
2nd FLOOR STUD TO CEILING BAND• USE A 1 5 x 20 ga STRAP EACH STUD W ITH(5)8d NAIL(S)EACH END
OR WITH(11)16 ga.STAPLE(S)EACH END � -
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 513 Ibs
2nd FLOOR STUD TO FLOOR BAND: USE A 1 5 x 20 ga STRAP EACH STUD WITH(5)8d NAIL(S)EACH END
OR WITH(11)16 ga STAPLE(S)EACH END �
, OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 437 Ibs
2nd FLOOR BAND TO 1st CEILING BAND. USE A 1 5 x 20 ga STRAP EACH STUD WITH(5)8d NAIL(S)EACH END
OR WITH(11)16 ga STAPLE(S)EACH END
, OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 437 Ibs
1st FLOOR STUD TO CEILING BAND USE A 1 5 x 20 ga STRAP EACH STUD W ITH(5)8d NAIL(S)EACH END
- OR WITH(11)16 ga STAPLE(S)EACH END
, OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 382 Ibs
1st FLOOR STUD TO FLOOR BAND: USE A 1 5 x 20 ga STRAP EACH STUD WITH(5)8d NAIL(S)EACH END
, OR WITH(11)16 ga STAPLE(S)EACH END �
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 296 Ibs �
FLOOR BAND TO SILL PLATE CONNECTION USE(2)SIMPSON RSP4(1)PLATES AT EACH ANCHOR BOLT LOCATION
, TO CONNECT FLOOR BAND TO SILL PLATE(MAX 27"o.c)
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 407 Ibs AT THAT SPACING
LATERAL CONNECTIONS
, TRUSS TO TOP PLATE CONNECTION� USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION. ATTACH W ITH 8d(0.131"x 2.5")NAIL(FACE NAILED)AT 6"ON CENTER
PLATE TO STUD CONNECTION USE(3)10d(0 131"x 3")NAIL(ENDNAILED)PER STUD
BOTfOM PLATE TO FLOOR CONNECTION ATTACH WITH 16d(0 131"x 3.5")NAIL(FACE NAILED)AT 8"ON CE\ER
TOP PLATE SPLICES
' TOP PLATE SPLICES SHALL BE A MINIMUM OF 4 ft w/(2)ROWS 10d(0 131"x 3")NAIL(FACE NAILED)4"o.c
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 3 of 39
P 12014\140755\Shearralc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls 11/1'�I�L014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
" (per ASCE 7-05)
HORIZONTAL FLOOR DIAPHRAGM CONTINUITY
SECOND FLOOR
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND.(ALONG MATE LINE)
USE A MIN OF(9)1/2"DIA THRU BOLTS(SPACED A MAX OF 45"o c)
OR USE A MIN OF(26)3/8"DIA x 12"LAG TOE SCREWS(SPACED A MAX OF 15"o c)
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND (AT ENDWALLS)
USE A 1 5 x 20 ga STRAP WITH(7)8d NAIL(S)EACH END
OR WITH(17)16 ga STAPLE(S)EACH END
TO ATTACH MODULE TO MODULE AT EACH ENDWALL
OR CONNECTION TO WITHSTAND A TENSILE FORCE OF 787 Ibs
FIRST FLOOR
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND.(ALONG MATE LINE)
USE A MIN OF(9)1!2"DIA.THRU BOLTS(SPACED A MAX OF 64"o c)
OR USE A MIN OF(26)3/8"DIA x 12"LAG TOE SCREWS(SPACED A MAX OF 22"o c)
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND•(AT ENDWALLS)
USE A 1.5 x 20 ga STRAP WITH(4)8d NAIL(S)EACH END
OR WITH(9)16 ga STAPLE(S)EACH END
TO ATTACH MODULE TO MODULE AT EACH ENDWALL
OR CONNECTION TO WITHSTAND A TENSILE FORCE OF 419 Ibs
SHEAR CONNECTIONS
SECOND FLOOR ENDWALL
UNIT SHEAR SHEATHING TO FLOOR BAND. USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O C
(AND SHEATHING TO TRUSS BOTTOM CHORD)OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 340 plf
UNIT UPLIFT SHEATHING TO FLOOR BAND USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 340 plf
ALTERNATE FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c .
TRUSS BOTTOM CHORD TO TOP PLATE CONNECTION USE 10d(0 148"x 3")NAIL(TOENAILED)@ 7"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 34"ON CENTER
OR CONNECTION TO W ITHSTAND A SHEAR FORCE OF 5496 Ibs
RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION USE 10d(0 148"x 3")NAIL(TOENAILED)AT 3"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @'15"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 12576 Ibs
SECOND FLOOR SIDEWALL '
UNIT SHEAR SHEATHING TO FLOOR BAND USE SHEATHING CONNECTION WITH 1 ROW(S)OF Sd NAILS AT 2"O C
OR CONNECTION TO W ITHSTAND A SHEAR FORCE OF 454 plf
UNIT UPLIFT SHEATHING TO FLOOR BAND USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 2"O C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 454 plf
ALTERNATE FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF Sd NAILS AT 6"o c �
\
RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION• USE 10d(0 148"x 3")NAIL(TOENAILED)@ 5"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 22"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 10324 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 4 of 39
P 1201411407551ShearcalclPBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL'HEIGHTS)revi xis 11/1'F�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) �
FIRST FLOOR ENDWALL
UNIT SHEAR SHEATHING TO FLOOR BAND USE'SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"0 C
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 775 plf
UNIT UPLIFf SHEATHING TO FLOOR BAND. USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 775 plf
NOTE: SPACE ROWS OF NAILS MIN.3"APART VERTICALLY
ALTERNATE FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
� PLUS(1)ROW OF 8d NAILS AT 6"o.c
RIMBAND TO SILL PLATE CONNECTION• USE 10d(0.148"x 3")NAIL(TOENAILED)@ 2"ON CENTER
' , OR USE(1)SIMPSON LTP4 PLATE @ 9"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 19430 Ibs
SILL PLATE TO FOUNDATION CONNECTION•USE 1/2"ANCHOR BOLTS @ 17"O.0
, OR USE 5/8"ANCHOR BOLTS @ 23"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 19430 Ibs
FIRST FLOOR'SIDEWALL
UNIT SHEAR SHEATHING TO FLOOR BAND• USE SHEATHING CONNECTION W ITH 2 ROW(S)OF Sd NAILS AT 2"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 955 plf
UNIT UPLIFf SHEATHING TO FLOOR BAND USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.0
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 955 plf
NOTE. SPACE ROWS OF NAILS MIN.3"APART VERTICALLY
ALTERNATE FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o c
RIMBAND TO SILL PLATE CONNECTION: USE 10d(0 148"x 3")NAIL(TOENAILED)@ 3"ON CENTER
. OR USE(1)SIMPSON LTP4 PLATE @ 15"ON CENTER
OR CONNECTION TO W ITHSTAND A SHEAR FORCE OF 15075 Ibs
SILL PLATE TO FOUNDATION CONNECTION USE 1/2"ANCHOR BOLTS @ 27"O.0
OR USE 5/8"ANCHOR BOLTS @ 38"O C
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 15075 Ibs
HOLDDOWN CONNECTIONS
SECOND FLOOR CORNER HOLDDOWN USE A(2)1 5 x 20 ga STRAP WITH(15)8d NAIL(S)EACH END .
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1933 Ibs
SECOND FLOOR CORNER STUD CONNECTION FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 13"ON CENTER
OR USE(10)3/8"DIA LAG SCREWS
FIRST FLOOR CORNER HOLDDOWN: SEE HAND CALCULATIONS
FIRST FLOOR CORNER STUD CONNECTION FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 3"ON CENTER
OR USE(19)1/2"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
- 6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 5 of 39
P\2014\140755\Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1.xls � ���� �`G��4'
�
SHEARWALL DESIGN , PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
DESIGN PARAMETERS
MEAN ROOF HEIGHT(MRH)= 25 46 ft
NUMBER OF STORIES= 2
FIRST FLOOR WIDTH(W�)= 27 5 ft
SECOND FLOOR WIDTH(WZ)= 27.5 ft �
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
BUILDING ASPECT RATIO(L/W)= 1 75
FLOOR JOIST DEPTH= 9 25 in
MAX VERTICAL FLOOR OFFSET= 0 in
FLOOR ASPECT RATIO(L!W)= 1 75 �
MAX.FLOOR DIAPHRAGM OPENING WIDTH= 3 ft
MAX FLOOR DIAPHRAGM OPENING LENGTH= 10 54 ft
FIRST FLOOR HEIGHT(H1)= 9 ft
SECOND FLOOR HEIGHT(HZ)= 8 ft
CEILING ASPECT RATIO(L/W)= 1 75
MIN SHEARWALL SEGMENT(H/3 5)= 2.29 ft
ROOF PITCH= 7 /12
CONNECTION INFORMATION:
TRUSS TO PLATE CONNECTORS
UPLIFT STRENGTH. SHEAR STRENGTH
(1)SIMPSON H2 5A U= 480 Ibs FZ= 110 Ibs
(2)SIMPSON H2 5A U= 960 Ibs FZ= 220 Ibs
(2)SIMPSON LS50 U= 1260 Ibs FZ= 0 Ibs
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 100 psi(END-GRAIN)
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
FLAT STRAPS FASTENERS: 8d NAIL 16 ga STAPLE
1 5 x 26 ga STRAP Z= 630 Ibs Z= 76 7 49 9 Ibs
1 5 x 22 ga STRAP Z= 1053 Ibs Z= 127 2 48 6 Ibs
1 5 x 20 ga STRAP Z= 1265 Ibs Z= 127 3 48 3 Ibs
(2)1.5 x 20 ga STRAP Z= 2530 Ibs Z= 131 4 46 Ibs
SIMPSON CMSTC16 STRAP Z= 4585 Ibs Z= 16d SINKERS 158 1 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 6 of 39
P�2014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/1'1�014
f
SHEARWALL DESIGN ' PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
- HOLDDOWNS w/1 1/2"EDGE DISTANCE
- MINIMUM 8"STEM WALL �
� ASSUME 3000 psi Fc CONCRETE
SIMPSON HHDQ11-SDS2 5 Z= 8505 Ibs
SIMPSON HHDQ14-SDS2.5 Z= 10745 Ibs
SIMPSON STHD14RJ Z= 4430 Ibs
(2)SIMPSON STHD14RJ Z= 8860 Ibs
1/2"DIA THRU BOLT Z= 623 Ibs
1!2"ANCHOR BOLT Z= 1056 Ibs -
5/8"ANCHOR BOLT Z= 1488 Ibs
3/8"DIA.LAG SCREW Z= 288 Ibs
1/2"DIA.LAG SCREW Z= 560 Ibs
3/8"DIA.x 12"LAG TOE SCREW Z= � 208 Ibs
8d(0 131"x 2 5")NAIL(FACE NAILED) Z= 100 Ibs
10d(0.131"x 3")NAIL(FACE NAILED) Z= 131 Ibs �
16d(0 131"x 3 5")NAIL(FACE NAILED) Z= 131 Ibs
8d(0.131"x 2.5")NAIL(TOENAILED) Z= 83 Ibs
0 131"x 3"NAIL(TOENAILED) Z= 109 Ibs -
8d(0.131"x 2 5")NAIL(ENDNAILED) Z= 67 Ibs
10d(0.131"x 3")NAIL(ENDNAILED) Z= 88 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
16d(0.162"x 3 5")NAIL(FACE NAILED) Z= 191 Ibs
16d(0 162"x 3.5")NAIL(ENDNAILED) Z= 128 Ibs
8d(0.131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
' 0.131"x 2 5"COMMON NAIL(FACE NAILED) Z= 69 Ibs��ns^SIDE,WITHDRAWAL)
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
SIMPSON RSP4(1)PLATE Z= 285 Ibs
(2)SIMPSON RSP4(1)PLATES Z= 570 Ibs
(3)SIMPSON RSP4(1)PLATES Z= 855 Ibs
1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7" Z= 7.0 plf
7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 296 plf
7/16"OSB(BLOCKED)w/8d NAILING @ 6"/12" Z= 328 pif
19/32"MIN OSB(UN-BLOCKED)w/8d NAILING @ 6"/12" Z= 309 plf
19/32"MIN OSB(BLOCKED)w/8d NAILING @ 6"/12" Z= 347 plf
7/16"OSB(BLOCKED)w/8d NAILING @ 6"/12"&4"o c@ PERIMETER Z= 437 plf
19/32"OSB(BLOCKED)w/8d NAILING @ 6"/12"&4"o.c.@ PERIMETER Z= 461 plf
19/32"OSB(BLOCKED)w/8d NAILING @ 4"f12"&2 1/2"o c@ PERIMETER,DOUBLE FRAMING ' Z= B94 pIf
NOTE: SIMPSON CONNECTORS&FASTEN VALUES ASSUME SPF FRAMING MATERIAL
ANCHOR BOLT VALUES ASSUME DF/SP VALUES
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 7 of 39
P�2014\140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xis 11/1'�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
DESIGN UPLIFT LOADS
ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf
WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 10 psf
ROOF SPAN(RS)= 27 5 ft
TRUSS SPACING(TOC)= 16 in
STUD SPACING(SOC)= 16 in
FIRST FLOOR HEIGHT(H�)= 9 ft ,
SECOND FLOOR HEIGHT(HZ)_ . 8 ft
UPLIFT CONNECTION LOAD:
PER HAND&TRUSS INTERACTION CALCS,Wup= 385 plf
STANDARD TRUSS TO CEILING BAND CONNECTION:
(4)10d(0.131"x 3")NAIL(ENDNAILED) Z= 4 NAILS x 88 Ibs/NAIL
Z= 352 Ibs
REQUIRED TRUSS TIE DOWN:
P„P=wup*TOC-352 Ibs
P„P= 385 plf`16 in /12-352 Ibs=
P„p= 162 IbS �
USE(4)10d(0.131"x 3")NAIL(ENDNAILED)CEILING BAND TO TRUSS AND
USE(1)SIMPSON H2.5A EACH TRUSS
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 162 Ibs
REQUIRED SIDEWALL STUD TIE DOWN LOADING:
2nd FLOOR STUD TO CEILING BAND PZ�P= W�P"'SOC= 385"16/12= 513 Ibs
2nd FLOOR STUD TO FLOOR BAND. P�y= P2tp-0 6*W DL*HZ*SOC=
Pz�= 5131bs-06*12psf*8ft*16in/12= 4371bs
2nd FLOOR BAND TO 1st CEILING BAND• PZf��= P�y= 437 Ibs
1st FLOOR STUD TO CEILING BAND• P��y= P�-0.6*FDL"WZ/4`SOC=
P��b=4371bs-06*10psf*275ft/4*16in/12=
P��b= 382 Ibs
1st FLOOR STUD TO FLOOR BAND: P��,= P��b-0 6'WDL"`H�`SOC=
P��,= 3821bs-06`12psf*9ft*16in/12= 2961bs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 8 of 39
P�2014\140755\ShearcalclPBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls . ��������4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) . -
CHECK FASTENERS: 8d NAIL Z= 127.3 Ibs
� � 513 Ibs/127 3 Ibs/FASTENER= 4 03 FASTENERS
USE (5)8d NAIL(S)EACH END
16 ga.STAPLE Z= 48 3 Ibs ,
513 Ibs/48 3 Ibs/FASTENER= 10 63 FASTENERS
USE (11)16 ga STAPLE(S)EACH END
USE A 1.5 x 20 ga STRAP EACH STUD WITH(5)8d NAIL(S)EACH END �
- OR WITH(11)16 ga.STAPLE(S)EACH END . .
- OR CONNECTIOiV TO WITHSTAND AN UPLIFT FORCE OF 513 Ibs
SIDEWALL ist FLOOR BAND TO SILL PLATE CONNECTION:
SIDEWALL UPLIFT AT SILL PLATE: wsP= P��/SOC-0.6*FDL*W�/4=
, wsP= 2961bs`12/16in-06*10psf*275ft/4 = �
wsP= 181 plf
PLATE CONNECTION AT ANCHOR BOLT LOCATIONS:
1/2"ANCHOR BOLT SPACING(BOC)= 27 in
- PSP= WSP*BOC= 181 plf*27= 407 Ibs
USE(2)SIMPSON RSP4(1)PLATES AT EACH ANCHOR BOLT LOCATION
- TO CONNECT FLOOR BAND TO SILL PLATE(MAX.27"o.c.)
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 407 Ibs AT THAT SPACING �
CHECK BENDING IN RIMBAND: .
DBL 2x10 SPF#2 RIMBAND DESIGN VALIJES.
SECTION MODULUS(S)__ 42.78 If13 -
ALLOWABLE BENDING(fb)= 875 psi
M�= w�„*BOCz=
� g - •
� MM�= 181 plf"(27/12)^2= 1374 in-Ibs
8
APPLIED fb= M""eY = 1374 in-Ibs= 32 psi
S 42 78 in^3
ALLOWABLE,BENDING(fb)= 875 psi > APPLIED fb= 32 psi
� DBL.2x10 SPF#2 RIMBAND IS OK
� -
PREPARED BY: BARLOW ENGINEERING.P.C.
- 6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 9 of 39
P 12014\1407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev1�s . �������4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
LATERAL LOAD AT ROOF/CEILING DIAPHRAGM
ROOF SPAN= ' 27 5 ft
ROOF PITCH= 7/12
WIND PERPENDICULARTO RIDGE:
229 plf
WIND PARALLEL TO RIDGE:
268 pif
LATERAL LOAD AT FLOOR DIAPHRAGM
WIND PERPENDICULAR TO RIDGE:
295 plf
WIND PARALLEL TO RIDGE:
283 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 10 of 39
P\2014\140755\ShearcaldPBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev1 xls 11/1'F3'L014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) -
LATERAL FRAMIN(a CONNECTION LOADS FROM WIND:
(FOR ROOF-TO-PLATE,PLATE-TO-PLATE,PLATE-TO-STUD,AND PLATE-TO-FLOOR)
PER ASCE 7-05 W IND PRESSURE(w)= 41 psf
wl-wall'= , w*H/2=
183 plf
TRUSS MULTIPLIER= 1.33
STUD MULTIPLIER= 1 33
TRUSS TO TOP PLATE CONNECTION:
Pc= W�-wa���M24= 183 plf*1 33= 244 Ibs
#OF 0.131"x 3"NAIL(TOENAILED)REQUIRED= � = 244 Ibs = 3 NAILS
. , Z 1091bs
� USE(3)0.131"x 3"NAIL(TOENAILED)PER TRUSS
PLATE TO PLATE CONNECTION:
SPACING OF 8d(0.131",x 2 5")NAIL(FACE NAILED)= Z*12 = 100 Ibs"`12= 6 in O C
" wi-Waii 183 plf (16"max)
ATTACH WITH 8d(0.131"z 2.5")NAIL(FACE NAILED)AT 6"ON CENTER
PLATE TO STUD CONNECTION:
� Pc- W�-wa��`M�g= 183 plf'1 33= 243 Ibs
#OF 10d(0.131"x 3")NAIL(ENDNAILED)REQUIRED= ,Ps = 243 Ibs = 3 NAILS
Z 881bs -
USE(3)10d(0.131"x 3")NAIL(ENDNAILED)PER STUD
BOTTOM PLATE TO FLOOR CONNECTION:
SPACING OF 16d(0.131"x 3.5")NAIL(FACE NAILED)= Z*12 = 131 Ibs*12= 8 in O.C.
wi-Waii 183 plf - (16"max)
ATTACH WITH 16d(0.131"x 3.5")NAIL(FACE NAILED)AT 8"ON CENTER
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 11 of 39
P 12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xIs 11/1'1�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
TOP PLATE SPLICE LENGTH
I '
STRUCTURE WIDTH(W)= 27 5 ft
STRUCTURE LENGTH(L)= 48 ft
10d(0 131"x 3")NAIL(FACE NAILED) Zi= 131 Ibs
ROOF DIAPHRAGM LOADING(wl-per)= 229 plf
FLOOR DIAPHRAGM LOADING(FLI-per)= 295 plf
FLOOR DIAPHRAGM LOADING CONTROLS
CONTROLLING LOADING' -295 plf
DIAPHRAGM CHORD FORCE= T= wl-aer*LZ = 295 plf*48 ft^2= 3090 Ibs
8*W • 8"27.5ft
REQUIRED SPLICE LENGTH(w/(2)10d 4"o c) T*4"/12"/ft ; 3090 Ibs"4"/12"/ft= 4 ft
2"Z 2*131 1bs/NAIL
I
TOP PLATE SPLICES SHALL BE A MINIMUM OF 4 ft w/(2)ROWS 10d(0.131"z 3")NAIL(FACE NAILED)4"o.c
ROOF DIAPHRAGM SHEATHING REQUIREMENTS �
ROOF SPAN(RS)= 27.5 ft
ROOF LENGTH(RL)= 48 ft
ROOF PITCH= '7 /12
ROOF ANGLE(RA)= 30 3 °
W�-per= 229 plf
STANDARD ROOF SHEATHING= 7/16"OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
ROOF SHEATHING SHEAR CAPACITY(v�)= 296 plf
STANDARD CEILING SHEATHING= 1/2"GWB(UN-BLOCKED)w/FASTENERS @ 7"/7"
CEILING SHEATHING SHEAR CAPACITY(v�)= 70 plf
I
MAX DIAPHRAGM SHEAR(v)= L*WI_oer/2= ' 48 ft*229 plf/2= 200 plf
RS 275ft
NET DIAPHRAGM SHEAR CAPACITY(v„)= v�+v�= 296 plf+70 plf= 366 plf
DIAPHRAGM SHEAR CAPACITY ; STANDARD ROOF/CEILING DIAPHRAGM
REQUIRED=200 plf � CAPACITY=366 plf
STANDARD ROOF/CEILING DIAPHRAGM OK
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 12 of 39
P�2014\140755\Shearralc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xis 11/1'I�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per�►SCE 7-05) ' `
FLOOR DIAPHRAGM SHEATHING REQUIREMENTS
BUILDING WIDTH(W)_ � 27.5 ft
BUILDING LENGTH(L)= 48 ft
FL�-pef= 295 plf
STANDARD FLOOR SHEATHING= 19/32"MIN.OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
FLOOR DIAPHRAGM SHEAR CAPACITY(vf)= 309 pif
MAX FLOOR DIAPHRAGM SHEAR(v)= L`FLI_oer�2= 48 ft*295 plf/2= 258 plf
' W 275ft
� DIAPHRAGM SHEAR CAPACITY STANDARD ROOF/CEILING DIAPHRAGIVO
REQUIRED=258 plf � CAPACITY=309 plf
- � STANDARD FLOOR DIAPHRAGM OK
CHECK NARROWER FLOOR DIAPHRAGM AT
FUTURE BATH/STORAGE:W'= 15 83 ft
FLOOR DIAPHRAGM SHEAR,V= 448 plf
LENGTH OF FLOOR SHEATHING TO BE MODIFIED(x)_ (L/2)*(1 -vf/v)
(48 ft/2)*(1 -309 plf/448 plfl
x= 8 ft(MIN)
INCREASE TO 19/32"MIN.OSB(UN-BLOCKED)w/8d NAILING @ 6"/12"
� OVER FULL LENGTH OF FUTURE BATHISTORAGE
SHEATHING SUCTION CONNECTION PER ASCE 7-05 C-C PRESSURES, . 55-58
, TRUSS SPACING(TOC)= 16 in O C .
STUD SPACING(SOC)= 16 in O.C. .
0.131"x 2 5"COMMON NAIL(FACE NAILED) 69 Ibs(7/16"SIDE MEMBER,W ITHDRAWAL)
a= 3ft . �
FOR ROOF ZONE 1 (FIELD):
p= 34 9 psf
TRUSS LOADING= 34 9 psf x 16"o c /12"/ft= 47 plf
47 plf = 0.7 FASTENERS/ft= 17 in O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C.
USE 0.137"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 13 of 39
P 120141140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTSj revl xls 11/1'�'�014
_ I
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FOR ROOF ZONE 2(EDGE):
p= 40 81 psf
TRUSS LOADING= 40 81 psf x 16"o c /12"!ft= 54 plf
54 plf = 0 8 FASTENERS/ft= 15 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 3(CORNER):
p= 40.81 psf
TRUSS LOADING= 40 81 psf x 16"o.c./12"/ft= 54 plf
54 plf = 0.8 FASTENERS/ft= 15 in O.0
69 Ibs/FASTENER MAX ALLOWABLE SPACING� 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
FOR ROOF ZONE 30H(CORNER OVERHANG):
p= 64 47 psf
TRUSS LOADING= 64.47 psf x 16"o c /12"/ft= 86 pif
86 plf = 1 3 FASTENERS/ft= �in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 9 in o.c.
FOR WALL ZONE 4(FIELD):
p= 37.85 psf
STUD LOADING= 37 85 psf x 16"o c /12"/ft= 50 plf
50 plf = 0 8 FASTENERS/ft= 15 in O.C.
69 Ibs/FASTENER MAX ALLOWABLE SPACING 12 in O C
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 14 of 39
P�2014\1407551Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/1'1�1014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) � '
FOR WALL ZONE 5(EDGE):
p= 46.73 psf
STUD LOADING= 46 73 psf x 16"o.c./12"/ft= 62 plf
62 plf = - 0.9 FASTENERS/ft= 13 in O C
69 Ibs/FASTENER MAX ALLOWABLE SPACING• 12 in O.0
USE 0.131"x 2.5"COMMON NAIL(FACE NAILED)AT 12 in o.c.
SECOND FLOOR E�lDWALL#1 SHEATHING LENGTH REQUIREMENTS
BR4/HALL/BR3END `
FIRST FLOOR LENGTH(W�)= 27 5 ft
SECOND FLOOR LENGTH(WZ)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 6 in O C (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf
MIN.SHEARWALL SEGMENT LENGTH= 2.3 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 21.58 ft
2nd FL PERCENT FULL HEIGHT SHEATHING= 78 %
2nd FL MAX.UNRESTRAINED OPENING HEIGHT= 6.83 ft
SHEAR�ADJUSTMENT FACTOR(Co)= 0 751 (TABLE 2305.3 7 2,IBC)
2nd FL NUMBER OF SHEARWALLS(Nend)_ " 2
. ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rendz)- Lz`W�-Per�Nend+ADDITIONAL=
Rendz=48 ft*229 plf/2+0 Ibs= 5496 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rendz�V = 5496 Ibs/436 plf= 12 61 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSW/Co= 12.61 ft/0.751 = 16.79 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
� ' REQUIRED=16.79 ft PROVIDED=21.58 ft
ENDWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 15 of 39
P 12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/1'I�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
` (per ASCE 7-05)
SECOND FLOOR HORIZONTAL FLOOR DIAPHRA►GM CONTINUITY:
MODULE TO MODULE COMNECTION AT FLOOR RIMBAND:(ALONG MATE LINE)
� (DEEP BEAM HORIZONTAL SHEAR)
Vf= (3*F�_�o�/41`L= 3/4*295 plf*48 ft= 5310 Ibs �
2 2
#1/2"DIA.THRU BOLT= V = 5310 Ibs = 9 BOLTS
Z1/2 BOLT 623 Ibs
ADJUSTED L2= 34 ft
SPACING= Lz/#= 34 ft/9 BOLTS 45 in
#3/8"DIA.x 12"LAG TOE SCREW= V = 5310 Ibs = 26 SCREWS
Z3/g LAG 2�$�b5
SPACING= LZ/#= 34 ft/26 SCREW� 15 in
USE A MIN.OF(9)1/2"DIA.THRU BOLTS(SPACED A MAX.OF 45"o.c.)
OR USE A MIN.OF(26)3/8"DIA.x 12"LAG TOE SCREWS(SPACED A MAX.OF 15"o.c.)
TO ATTACH MODULE TO MODULE ALONG MATE LINE
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS)
. (CHORD FORCE CONTINUITI�
T= F�_,,,�,*W�Z = 283 pif*27 5 ft^2= 787 Ibs ,
8*LZ 8"`34ft
CHECK FASTENERS: 8d NAIL Z= 127.3 Ibs
787 Ibs/127 3 Ibs/FASTENER= 6.18 FASTENERS
USE (7)8d NAIL(S)EACH END
16 ga STAPLE Z= 48.3 Ibs �
787 Ibs/48 3 Ibs/FASTENER= 16.29 FASTENERS
USE (17)16 ga.STAPLE(S)EACH END
USE A 1.5 x 20 ga STRAP WITH(7)8d NAIL(S)EACH END
OR WITH(17)16 ga.STAPLE(S)EACH END
TO ATTACH MODULE TO MODULE AT EACH ENDWALL
OR CONNECTION TO WITHSTAND A TENSILE FORCE OF 787 Ibs
SECOND FLOOR ENDWALL#1: UPLIFT DUE TO OVERTURNING
FULL HEIGHT SHEATHING PROVIDED(�L,)= 21.58 ft
SHEARWALL ADJUSTMENT FACTOR(Co)= 0 751
SHEARWALL REACTION(Rend2)= 5496 Ibs
WALL HEIGHT(H)= 8 ft
UPLIFT FORCE(UE2)= Rend�X H = ,
�L,xCo
UEZ= 5496 Ibs x 8 ft = 2713 Ibs
21.58ftx0751
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 16 of 39
P�2014\140755\ShearcalclPBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/11�/ 014
SHEARWALL DESIGN ' PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) ' -
SECOND FLOOR EMDWALL#2 SHEATHITIG LENGTH REQUIREMENTS
BATH 1 /HALL/BR 2 END
� FIRST FLOOR WIDTH(W�)= 27 5 ft
SECOND FLOOR WIDTH(WZ)= 27.5 ft
- , FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
. � SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 6 in O C.(8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 pif
MIN SHEARWALL SEGMENT LENGTH= 2.3 ft
FULL HEIGHT SHEATHING PROVIDED(�L,)= 24 41 ft
2nd FL.PERCENT FULL HEIGHT SHEATHING= 89 %
- 2nd FL MAX UNRESTRAINED OPENING HEIGHT= � 6 83 ft
� SHEAR ADJUSTMENT FACTOR(Co)= 0.853 (TABLE 2305.3 7.2,IBC) ,
2nd FL.NUMBER OF SHEARWALLS(Nend�— 2
ADDITIONAL WALL LOAD= 0 Ibs �
� , SHEARWALL REACTION(Rendz)= L2"W�-Per�Nend+ADDITIONAL=
Rendz=48 ft"229 plf/2+0 Ibs= 5496 Ibs '
MIN.LENGTH SEGNIENTED SHEARWALLS(Lsw)= Rendz�V = 5496 Ibs/436 Ibs= 12.61 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSW/Co= 12.61 ft/0.853= 14.78 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=14.78 ft _ PROVIDED=24.41 ft
ENDWALL SHEARWALLS bK �
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
SECOND FLOOR ENDWALL#2: UPLIFT DUE TO OV�RTURNING
FULL HEIGHT SHEATHING PROVIDED(�L,)= 24 41 ft •
SHEARWALL ADJUSTMENT FACTOR(Co)= 0.853
SHEARWALL REACTION(Rendz)= 5496 IbS
� WALL HEIGHT(H)= 8 ft - -
UPLIFT FORCE(U�)= Re�d�X H =
�L,xCo ,
UEZ= 5496 Ibs x 8 ft = 2112 Ibs
� 24 41 ft x 0 853
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 17 of 39
P�2014\140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls �������0�4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
SECOND FLOOR ENDWALL: SHEAR CONNECTIONS
SECOND FLOOR WIDTH(WZ)= 27 5 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
FLi-POf= 295 plf
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
16d(0 162"x 3 5")NAIL(FACE NAILED) Z= 191 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
MAXIMUM SECOND FLOOR ENDWALL SHEAR LOAD= 5496 Ibs
TRUSS BOTTOM CHORD TO TOP PLATE CONNECTION:
#TOENAILS PER FOOT= V/Z/W= 5496 Ibs/132 Ibs/27 5 ft= 1 5 NAILS/ft
TOENAIL SPACING= 12/#= 12/1 5= � 7 "O C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 5496 Ibs/575 Ibs/27.5 ft= 0 3 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0.3= 34"O.0 (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 7"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 34"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 5496 Ibs
RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION:
V= MAX ENDWALL SHEAR+Lz x FL�-pef�2=
V= 5496 Ibs+48 ft x 295 plf/2 12576 Ibs
#TOENAILS PER FOOT= V/Z!W= 12576 Ibs/132 Ibs/27 5 ft= 3 5 NAILS/ft
TOENAILSPACING= 12/#= 12/35= 3 "OC (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 12576 Ibs!575 Ibs/27.5 ft= 0.8 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0 8= 15 "O.C. (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)AT 3"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 15"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 12576 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 18 of 39
P�20141140755\Shearralc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/11�/�L014
SHEARWALL DESIGN � PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) � . '
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SIiEAR CHECK:
SHEAR FORCE(V)_ - Rend2 '
�, �i Li X Cip
SECOND FLOOR ENDWALL#1 V= 5496 Ibs = 340 plf
2158ft*0751
SECOND FLOOR ENDWALL#2• V= 5496 Ibs = 264 plf
24 41 ft"0.853
MAXIMUM SECOND FLOOR ENDWALL UNIT SHEAR= 340 plf
CHECK SHEATHING CAPACITY•
� 7/16"OSB SHEATHING 3168 plf (165 Ib/in X 1.6 X 12)
� 7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIREIVIENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION
8d(0 131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 340 plf
, Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 3 58 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/3 58= 3 35 "O.0
#OF ROWS: 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1'SPACING 1 *3.35 o c. 3 "O C
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.C.
� OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 340 plf
. PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 19 of 39
P\2014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTSj rev1 xls 11/11�/ 014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION
8d(0.131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 340 plf
Z 95 Ibs/NAIL -
#OF 8d NAILS PER FOOT= 3.58 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/3 58= 3 35 "O.C.
#OF ROWS• 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1*SPACING 1 "3 35 o c 3 "O.C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 3"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 340 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 340 plf
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND
WIDTH OF GLUE STRIP REQUIRED= V = 340 plf = 1 ��
Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi NOINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 20 of 39
P 12014\1407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev1 xls 11/11�/�L014
,SHEARWALL DESIGIV PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05� `
FIRST FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS
BATH 3/W.I.C./BR 1 END
FIRST FLOOR WIDTH(W�)= 27.5 ft
. SECOND FLOOR WIDTH(WZ)= 27.5 ft
FIRST FLOOR LENGTH(L�)= 48 ft '
SECOND FLOOR LENGTH(Lz)_ ' 48 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1!2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 3 in O C (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 730 plf
MIN SHEARWALL SEGMENT LENGTH= 2 6 ft
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22 14 ft
� 1st FL.PERCENT FULL HEIGHT SHEATHING= 81 %
1st FL.MAX.UNRESTRAINED OPENING HEIGHT= 6 83 ft
SHEAR ADJUSTMENT FACTOR(Co)= 0.801 (TABLE 2305 3.7 2,IBC)
15t FL.NUMBER OF SHEARWALLS(Nend)_ ' 2
ADDITIONAL WALL LOAD= 0 Ibs
SHEARWALL REACTION(Rend�)= L�*FL�-Per�Nend+Rend2+ADDITIONAL=
Rend�=48 ft*295 plf/2+5496 Ibs+0 Ibs= 12576 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rend1�V = 12576 Ibs/730 plf= 17 23 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSw/Co= 17.23 ft/0.801 = 21.51 ft
PERFORATED FULL HEIGHT SHEATHING L PERFORATED FULL HEIGHT SHEATHING
REQUIRED=21.51 ft PROVIDED=22.14 ft
ENDWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 21 of 39
P�2014\140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls 11/11��014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FIRST FLOOR HORIZONTAL FLOOR DIAPHRAGM CONTINUITY:
MODULE TO NVODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE)
(DEEP BEAM HORIZONTAL SHEAR)
_ Vf= (3�F�_;,e�/41*L= 3/4"`295 plf*48 ft= 5310 Ibs
2 2
#1/2"DIA THRU BOLT= V = 5310 Ibs = 9 BOLTS
„ Z1/2 BOLT 623 Ibs
SPACING= L�/#= 48 ft/9 BOLTS 64 in
#3/8"DIA x 12"LAG TOE SCREW= V = 5310 Ibs = 26 SCREWS
Z3/8 LAG 208�bS
SPACING= L�/#= 48 ft/26 SCREW: 22 in
USE A MIN.OF(9)1/2"DIA.THRU BOLTS(SPACED A MAX.OF 64"o.c.)
OR USE A MIN.OF(26)3/8"DIA.x 12"LAG TOE SCREWS(SPACED A MAX.OF 22"o.c.)
TO ATTACH MODULE TO MODULE ALONG MATE LINE ,
MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS)
. (CHORD FORCE CONTINUITI�
T= 3/4*F�_�,�,*W,Z = 3/4*283 pif`27 5 ft^2= 419 Ibs
,
8*L� 8*48ft
CHECK FASTENERS: 8d NAIL Z= 127 3 Ibs
419 Ibs/127 3 Ibs/FASTENER= 3.29 FASTENERS
USE (4)8d NAIL(S)EACH END
16 ga.STAPLE Z= 48.3 Ibs
419 Ibs/48 3 Ibs/FASTENER= 8.67 FASTENERS
USE (9)16 ga STAPLE(S)EACH END
USE A 1.5 x 20 ga STRAP WITH(4)8d NAIL(S)EACH END
OR WITH(9)16 ga.STAPLE(S)EACH END
TO ATTACH MODULE TO MODULE AT EACH ENDWALL
OR CONNECTION TO WITHSTAND A TENSILE FORCE OF 419 Ibs
FIRST FLOOR ENDWALL#1: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22.14 ft
SHEARWALL ADJUSTMENT FACTOR(Co)= 0 801
' SHEARWALL REACTION(Rendt�= 12576 Ibs
WALL HEIGHT(H)= 9 ft
UPLIFT FORCE(UE�)= RQ„d�x H +UEZ=
�L,xCo
UE�= 12576 Ibs x 9 ft+2713 Ibs = 9096 Ibs
22.14 x 0.801
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 22 of 39
P\20141140755\ShearralclPBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/11�/�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
FIRST FLOOR ENDVIIALL'#2 SHEATHING LENGTH REQUIREMENTS
DINING ROOM/KITCHEN END
FIRST FLOOR WIDTH(W�)= 27 5 ft
SECOND FLOOR WIDTH(Wz)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE. 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 2 in O.0 (8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 924 plf
MIN SHEARWALL SEGMENT LENGTH= 2 6 ft
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22.25 ft
1st FL PERCENT FULL HEIGHT SHEATHING= 82 %
1st FL.MAX.UNRESTRAINED OPENING HEIGHT= 6 83 ft
SHEAR ADJUSTMENT FACTOR(Ca)_ ,0.8�19 (TABLE 2305.3.7 2,IBC)
. 1St FL NUMBER OF SHEARWALLS(Nend)= Z
ADDITIONAL WALL LOAD= 1544 Ibs
SHEARWALL REACTION(Rend�)= L�*FL�_Per�Nend+Rendz+ADDITIONAL=
Re�d�= 48 ft*,295 plf/2+5496 Ibs+1544 IbS= 14120 Ibs
MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)= Rend��V = 14120 Ibs/924 plf= 15 28 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSW/Co= 15.28 ft/0.819= 18.66 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
� REQUIRED=18.66 ft PROVIDED=22.25 ft
ENDWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR ENDWALL#2: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22.25 ft
SHEARWALL ADJUSTMENT FACTOR(Co)= 0 819
SHEARWALL REACTION(Rend�)= 14120 Ibs
WALL HEIGHT(H)= 9 ft
UPLIFT FORCE(UE�)= RQ„d�x H +UEZ=
�L,xCo
UE1= 14120 Ibs x 9 ft+2112 Ibs = 9086 Ibs
22.25 x 0 819
� PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 ' Page 23 of 39
P 12014\140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/11�/�2014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
� (per ASCE 7-05)
FIRST FLOOR ENDWALL: SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
FL�-Pef= 295 plf
1(2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0 148"x 3")NAIL(TOENAILED) Z= 132 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
MAXIMUM FIRST FLOOR ENDWALL SHEAR LOAD= 14120 Ibs
RIMBAND TO SILL PLATE CONNECTION:
V= MAX ENDWALL SHEAR+L�X(3/4*FL�-Pef)�2=
V= 14120 Ibs+48 ft x(3/4"295 plf)!2 19430 Ibs
#TOENAILS PER FOOT= V/Z/W= 19430 Ibs/132 Ibs/27 5 ft= 5.4 NAILS/ft
TOENAIL SPACING= 12/#= 12/5 4= 2 "O C (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 19430 Ibs/575 Ibs/27 5 ft= 1 2 PLATES/ft
- LTP4 PLATE SPACING= 12/#= 12/1.2= 9 "O C (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 2"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 9"ON CENTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 19430 Ibs
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 19430 Ibs/1056 Ibs= 19 BOLTS
BOLTSPACING= (W-2)/(N-1)= (27.5ft-2)/(19-1)= 17 in
USE 1/2"ANCHOR BOLTS @ 17"O.0
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 19430 Ibs
#5/8"ANCHOR BOLTS= V/Z= 19430 Ibs/1488 Ibs= 14 BOLTS
BOLTSPACING= (W-2)/(N-1)= (275ft-2)/(14-1)= 23m
USE 5l8"ANCHOR BOLTS @ 23"O.0
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 19430 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 24 of 39
P 12014\1407551ShearcalclPBS-567D1 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev1 xls 11/11�/�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05� �
CHECK SHEATHING TO RIMBAND CONNECTION: �
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rend� _ �
�L,XCo
FIRST FLOOR ENDWALL#1: V= 12576 Ibs = 710 plf
2214ft*0801
FIRST FLOOR ENDWALL#2 V= 14120 Ibs = 775 plf
22.25`0.819
MAXIMUM FIRST FLOOR ENDWALL UNIT SHEAR= 775 plf
, CHECK SHEATHING CAPACITY ,
, 7/16"OSB SHEATHING 3168 plf (165 Ibhn X 1 6 X 12)
7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIREMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0 131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
, #OF 8d NAILS PER FOOT= V = 775 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 8 16 NAILS PER FOOT '
OVERALL 8d NAIL SPACING= 12/#= 12/8.16= 1.47 "O C
#OF ROWS. 2 ROW(S) ,
8d NAIL SPACING WITHIN EACH ROW= 2*SPACING 2*1.47 o c 2 "O.0
; USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONiUECTION TO WITHSTAND A SHEAR FORCE OF 775 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 25�po,f 39
P 120141140755\ShearcaldPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls �����7lL0�4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05) �
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
� CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 775 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 8 16 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/8 16= 1.47 "O.0
#OF ROWS 2 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 2'SPACING 2*1.47 o c 2 "O C
USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.C.
, OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 775 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 775 plf
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND.
WIDTH OF GLUE STRIP REQUIRED= V = 775 plf = 1 °
Z 200 psi`12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 26 of 39
P 12014N40755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xis 11/1'1�014
SHEARWA►LL DESIGN ' PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) ,
SECOND FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS
BR 4/BATH 2/BATH 1 SIDE
, FIRST FLOOR WIDTH(W�)= 27.5 ft
SECOND FLOOR WIDTH(WZ)= 27.5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 4 in O.C.(8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 590 plf
MIN.SHEARWALL SEGMENT LENGTH= 2.3 ft
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 15 63 ft
2nd FL PERCENT FULL HEIGHT SHEATHING= 73 %
2nd FL.MAX UNRESTRAINED OPENING HEIGHT= 6.83 ft
SHEAR ADJUSTMENT FACTOR(Co)= 0 709 (TABLE 2305 3 7 2,IBC)
2nd FL NUMBER OF SHEARWALLS(Ns,ae)= 2
ADDITIONAL WALL LOAD= 1342 Ibs
SHEARWALL REACTION(Rsidez)= W2'W�-Para�Nside+ADDITIONAL=
' Rsidez= 27 5 ft*268 plf/2+1342 Ibs= 5027 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rsidez�V = 5027 Ibs/590 plf= 8.52 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)= LSW/Co= 8.52 ft/0.709= 12.02 ft
PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING
� REQUIRED=12.02 ft PROVIDED=15.63 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
SECOND FLOOR SIDEWALL#1: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 15 63 ft -
SHEARWALL ADJUSTMENT FACTOR(Co)= 0 709
SHEARWALL REACTION(Rend�)= 5027 Ibs -
� , WALL HEIGHT(H)= 8 ft
UPLIFT FORCE(UE�)= Rs,de�x H =
�L,xCo
UE�= 5027 Ibs x 8 ft = 3630 Ibs
1563ftx0.709
' PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 27 of 39
P\201411407551Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl�s 11/1'I�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
SECOND FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS
BR 3/BR 2 SIDE
FIRST FLOOR WIDTH(W�)= 27 5 ft
SECOND FLOOR WIDTH(WZ)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE. 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 6 in O C.(8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 436 plf �
MIN SHEARWALL SEGMENT LENGTH= 2 3 ft
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22.54 fl
2nd FL PERCENT FULL HEIGHT SHEATHING= 66 %
2nd FL.MAX UNRESTRAINED OPENING HEIGHT= 6 83 ft
SHEAR ADJUSTMENT FACTOR(Co)= 0.66 (TABLE 2305.3.7.2,IBC)
2�d FL NUMBER OF SHEARWALLS(Ns�de�= Z
ADDITIONAL WALL LOAD= 2747 Ibs
SHEARWALL REACTION(Rsidez)= W2"W�-para�Nside+ADDITIONAL=
Rside2= 27 5 ft*268 plf/2+2747 Ibs= 6432 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rside2�V =, 6432 Ibs/436 plf= 14.75 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)= LSW/Co= 14.75 ft/0.66= 22.36 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=22.36 ft PROVIDED=22.54 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
SECOND FLOOR SIDEWALL#2: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 22.54 ft
SHEARWALL ADJUSTMENT FACTOR(Co)= 0.66
SHEARWALL REACTION(Rend�)= 6432 IbS
WALL HEIGHT(H)= 8 ft
UPLIFT FORCE(UEt)= Rside�x H =
�L,xCo
UE�= 6432 Ibs x 8 ft = 3459 Ibs
2254ftx0.66
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27675 Page 28 of 39
P�2014\1407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls 11/1'I�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
SECOND FLOOR SIDEWALL: SHEAR COIdNECTIONS
SECOND FLOOR WIDTH(WZ)= 27 5 ft -�
SECOND FLOOR LENGTH(LZ)= 48 ft
FL�-Para= 283 plf ,
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0 148"x 3")NAIL(TOENAILED) Z= 132 Ibs
16d(0 162"x 3.5")NAIL(FACE NAILED) Z= 191 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
M,SXIMUM SECOND FLOOR SIDEWALL SHEAR LOAD= 6432 plf
RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: , �
- - V= MAX SIDEWALL SHEAR+WZ x FL�-para�2=
V= 6432 Ibs+27 5 ft x 283 plf/2, 10323 plf
ADJUSTED L2= 34 ft
#TOENAILS PER FOOT= V/Z/L= 10323 Ibs/132 Ibs/34 ft= 2 3 NAILS/ft
TOENAIL SPACING= 12/#= 12/2 3= 5 "O C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 10323 Ibs/575 Ibs/34 ft= 0 5 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0.5= 22 "O C. (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 5"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 22"ON CEIdTER
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 10324 Ibs
� PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 29 of 39
-P�2014\140755\Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl�s � �������4
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
CHECK SHEQ►THING TO RIMBAND CONNECTIOM:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rs�de2 —
�L,XCo
SECOND FLOOR SIDEWALL#1: V= 5027 Ibs = 454 plf
1563ft`0.709
SECOND FLOOR SIDEWALL#2: V= 6432 Ibs = 433 plf
2254ft*066
MAXIMUM SECOND FLOOR SIDEWALL UNIT SHEAR= 454 plf
CHECK SHEATHING CAPACITY:
7/16"OSB SHEATHING 3168 plf (165 Ib/in X 1.6 X 12)
7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIREMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION.
8d(0.131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 454 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 4 78 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/4 78= 2 51 "O C
#OF ROWS� 1 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 1 'SPACING 1 *2 51 o c. 2 "O.C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 454 plf
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 30 of 39
P 120141140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-O5(ALL HEIGHTS)revl xls 11/1'1�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) •
UNIT'UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION:
8d(0 131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 454 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 4 78 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/4.78= 2.51 "O.C.
_ #OF ROWS: 1 ROW(S) '
8d NAIL SPACING WITHIN EACH ROW= 1 *SPACING 1 "2 51 o c 2 "O C.
USE SHEATHING CONNECTION WITH 1 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 454 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE):
V= 454 pif
200 psi MINIMUM CONSTRUCTION ADHESIVE � Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND
WIDTH OF GLUE STRIP REQUIRED= V = 454 plf = 1 ��
• Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 31 of 39
P�2014\140755\Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/1't�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS
BATH 3/FAMILY/DINING SIDE
FIRST FLOOR WIDTH(W�)= 27 5 ft,
SECOND FLOOR WIDTH(WZ)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/7/16"OSB(BLOCKED)INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 4 in O.C.(8d NAILS OR EQUIVALENT)
SHEARWALL STRENGTH(V)= 980 plf
MIN SHEARWALL SEGMENT LENGTH= 2 6 ft
FULL HEIGHT SHEATHING PROVIDED= 12 43 ft
1st FL PERCENT FULL HEIGHT SHEATHING= 100 %
1st FL MAX UNRESTRAINED OPENING HEIGHT= 0 ft
SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 2305 3 7.2, IBC)
1 st FL NUMBER OF SHEARWALLS(Nside)= 2
ADDITIONAL WALL LOAD= 2944 Ibs
SHEARWALL REACTION(Rside��= Wt"F��-Pare�Nside+Rsidez+ADDITIONAL=
Rside�= 27 5 ft"283 plf/2+5027 Ibs+2944 Ibs= 11863 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw)= Rsidet�V = 11863 IbS/980 plf= 12 11 ft
SEGMENTED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)= LSW/Co= 12.11 ft/1 = 12.11 ft
SEGMENTED FULL HEIGHT SHEATHING < SEGMENTED FULL HEIGHT SHEATHING
REQUIRED=12.11 ft PROVIDED=12.43 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDEWALL#1: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 12 43 ft
SHEARWALL ADJUSTMENT FACTOR(Co)= 1
SHEARWALL REACTION(Rend�)= 11863 Ibs
WALL HEIGHT(H)= 9 ft
UPLIFT FORCE(UEt�= Rside�X H +Ve2=
�L,xCo
UE�= 11863 Ibs x 9 ft+3630 Ibs = 12220 Ibs
12.43 x 1
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 32 of 39
P 12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls 11/1'1�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) "
FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS ' '
BR 1/FOYER/BATH 4/LAUNDRY/KITCHEN SIDE
� FIRST FLOOR WIDTH(W�)_ . . 27 5 ft
SECOND FLOOR WIDTH(WZ)= 27.5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
. SECOND FLOOR LENGTH(LZ)= 48 ft
SHEARWALL TYPE: 7/16"OSB EXTERIOR(BLOCKED)w/1/2"GWB INTERIOR
SHEATHING EDGE 8d NAIL SPACING= 3 in O C.(8d NAILS OR EQUIVALENT)
� SHEARWALL STRENGTH(V)= 730 plf
MIN.SHEARWALL SEGMENT LENGTH= 2 6 ft
FULL HEIGHT SHEATHING PROVIDED= 29 53 ft
1st FL PERCENT FULL HEIGHT SHEATHING= , 62 %
1st FL.MAX UNRESTRAINED OPENING HEIGHT= 6 83 ft
SHEAR ADJUSTMENT FACTOR(Co)= 0.675 (TABLE 2305.3.7.2,IBC)
1St FL NUMBER OF SHEARWALLS(Nside)= 2
ADDITIONAL WALL LOAD= 1832 Ibs �
SHEARWALL REACTION(Rsidei�— W1"FL�-para�Nside a'Rside2+ADDITIONAL=
` Rs,aei= 27 5 ft*283 plf/2+6432 Ibs+1832 Ibs= 12156 Ibs
MIN LENGTH SEGMENTED SHEARWALLS(Lsw�= Rside��V = 12156 IbS/730 plf= , 16.65 ft
PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)= LSW/Co= 16.65 ft/0.675= 24.67 ft
PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING
REQUIRED=24.67 ft PROVIDED=29.53 ft
SIDEWALL SHEARWALLS OK
ALL EXTERIOR SHEATHING TO BE BLOCKED UNO
FIRST FLOOR SIDE9NALL#2: UPLIFT DUE TO OVERTURNING
SUM OF FULL HEIGHT SHEATHING PROVIDED(�L,)= 29.53 ft . .
SHEARWALL ADJUSTMENT FACTOR(Co)= 0 675
SHEARWALL REACTION(Rend��= 12156 Ibs
WALL HEIGHT(H)= 9 ft
UPLIFT FORCE(UE�)= Rs�de�X H +Vez=
� �L,xCo
UE�= 12156 Ibs x 9 ft+3459 Ibs = 8948 Ibs
29.53 x 0 675
PREPARED BY:BARLOW ENGINEERING.P.C.
� 6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 33 of 39
P 12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/1'I�'�1014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
FIRST FLOOR SIDEWALL : SHEAR CONNECTIONS
FIRST FLOOR WIDTH(W�)= 27 5 ft
FIRST FLOOR LENGTH(L�)= 48 ft
FL�-para= 283 plf
1/2"ANCHOR BOLT Z= 1056 Ibs
5/8"ANCHOR BOLT Z= 1488 Ibs
10d(0.148"x 3")NAIL(TOENAILED) Z= 132 Ibs
(1)SIMPSON LTP4 PLATE Z= 575 Ibs
MAXIMUM FIRST FLOOR SIDEWALL SHEAR LOAD= 12156 Ibs
RIMBAND TO SILL PLATE CONNECTION:
V= MAX SIDEWALL SHEAR+W�x(3/4*FLI-pare)�2=
V= 12156 Ibs+27.5 ft x(3/4*283 pifl/2 15074 Ibs
ADJUSTED L1 = 34 25 ft
#TOENAILS PER FOOT= V/Z/L�= 15074 Ibs/132 Ibs/34.25 ft= 3 3 NAILS/ft
TOENAIL SPACING= 12/#= 12/3 3= 3 "O.C. (16"MAX)
#LTP4 PLATES PER FOOT= V/Z/W= 15074 Ibs/575 Ibs/34 25 ft= - 0.8 PLATES/ft
LTP4 PLATE SPACING= 12/#= 12/0.8= 15 "O C (72"MAX)
USE 10d(0.148"x 3")NAIL(TOENAILED)@ 3"ON CENTER
OR USE(1)SIMPSON LTP4 PLATE @ 15"ON CENTER -
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 15075 Ibs
SILL PLATE TO FOUNDATION CONNECTION:
#1/2"ANCHOR BOLTS= V/Z= 15074 Ibs/1056 Ibs= 15 BOLTS
BOLT SPACING= (L-2)/(N-1)_ (34 25 ft-2)/(15-1)= 27 in
� USE 1/2"ANCHOR BOLTS @ 27"O.0
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
OR CONNECTIOM TO WITHSTAND A SHEAR FORCE OF 15075 Ibs
#5/8"ANCHOR BOLTS= V/Z= 15074 Ibs/1488 Ibs= 11 BOLTS
BOLT SPACING= (L-2)/(N-1)_ (34 25 ft-2)/(11 -1)= 38 in
USE 5/8"ANCHOR BOLTS @ 38"O.0 ,
ANCHOR BOLTS TO BE A MIN.OF 4"AND A MAX.OF 1'-0"FROM CORNERS
- OR CONPIECTION TO WITHSTAND A SHEAR FORCE OF 15075 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 34,�$o,f 39
P 12014\140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl xls ' ����"�7L��Q
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
CHECK SHEATHING TO RIMBAND CONNECTION:
UNIT SHEAR CHECK:
SHEAR FORCE(V)= Rside� _
�L,XCo
FIRST FLOOR SIDEWALL#1: V= 11863 Ibs = 955 plf
1243ft*1
FIRST FLOOR SIDEWALL#2 V= 12156 Ibs = 610 plf
, 29.53*0.675 �
MAXIMUM FIRST FLOOR SIDEWALL UNIT SHEAR= 955 plf
CHECK SHEATHING CAPACITY.
7/16"OSB,SHEATHING 3168 plf (165 Ib/in X 1.6 X 12)
7/16"OSB SHEATHING MEET THE SHEAR CAPACITY REQUIREMENT
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION.
8d(0 131"x 2 5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 955 pif
Z 95 Ibs/NAIL ,
#OF 8d NAILS PER FOOT= 10 06 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/10 06= 1 19 "O.0
#OF ROWS. 2 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 2*SPACING 2*1 19 o.c. 2 "O C
USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONNECTION TO WITHSTAND A SHEAR FORCE OF 955 plf
�
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B.RALEIGH,NC 27615 Page 35 of 39
P�2014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev1 xls 11/1'i�'�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
UNIT UPLIFT CHECK:(EQUAL TO UNIT SHEAR)
CHECK#8d NAILS REQUIRED FOR SHEATHING CONNECTION•
8d(0 131"x 2.5")NAIL(FACE NAILED),7/16"SIDE MEMBER Z= 95 Ibs
#OF 8d NAILS PER FOOT= V = 955 plf
Z 95 Ibs/NAIL
#OF 8d NAILS PER FOOT= 10 06 NAILS PER FOOT
OVERALL 8d NAIL SPACING= 12/#= 12/10 06= 1.19 "O.C.
#OF ROWS 2 ROW(S)
8d NAIL SPACING WITHIN EACH ROW= 2*SPACING 2"1.19 o.c. 2 "0 C
USE SHEATHING CONNECTION WITH 2 ROW(S)OF 8d NAILS AT 2"O.C.
OR CONNECTION TO VIIITHSTAND A SHEAR FORCE OF 955 plf
ALTERNATE SHEATHING CONNECTION FOR UNIT UPLIFT(GLUE): .
� V= 955 plf
200 psi MINIMUM CONSTRUCTION ADHESIVE Z= 200 psi(FACE)
WIDTH OF GLUE REQUIRED FOR SHEATHING CONNECTION ALONG FLOOR BAND•
WIDTH OF GLUE STRIP REQUIRED= V = 955 plf = 1 "
Z 200 psi*12"/ft
FASTEN SHEATHING TO BAND WITH 1"WIDE STRIP OF 200 psi MINIMUM CONSTRUCTION ADHESIVE
' PLUS(1)ROW OF 8d NAILS AT 6"o.c.
PREPARED BY:BARLOW ENGINEERING.P..C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 36 of 39
P•12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)revl.xls 11/1'f�014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
COMBINED CORNER HOLDDOWN REQUIREMENTS
UPLIFT FORCES: (SEE ABOVE FOR CALCULATIONS)
2nd FLOOR ENDWALL#1 UPLIFT FORCE(UEZ)= 2713 Ibs
2nd FLOOR ENDWALL#2 UPLIFT FORCE(UEZ)= 2112 Ibs
' 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(USZ)= 3630 Ibs
2nd FLOOR SIDEWALL#2 UPLIFT FORCE(USZ)= 3459 Ibs
1st FLOOR ENDWALL#1 UPLIFT FORCE(UE�)= 9096 Ibs
1st FLOOR ENDWALL#2 UPLIFT FORCE(UE�)= 9086 Ibs
1st FLOOR SIDEWALL#1 UPLIFT FORCE(US�)= 12220 Ibs
1st FLOOR SIDEWALL#2 UPLIFT FORCE(US�)= 8948 Ibs
DEAD LOADS:
FIRST FLOOR WIDTH(W�)= 22 14 ft(MAX� 4*CEILING HEIGHT,SEGMENT LENGTH)
_ SECOND FLOOR WIDTH(Wz)= 21 58 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR LENGTH(L�)= 12 43 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
- SECOND FLOOR LENGTH(LZ)= 15.63 ft(MAX: 4*CEILING HEIGHT,SEGMENT LENGTH)
FIRST FLOOR HEIGHT(H�)= 9 ft
SECOND FLOOR HEIGHT(HZ)= 8 ft
ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf
' WALL DEAD LOAD(WDL)= 12 psf
FLOOR DEAD LOAD(FDL)= 10 psf �
SIDEWALL SECOND FLOOR CORNER:
ROOF DEAD LOAD= 0.6'RDL*WZ*Lz/8=
ROOF DEAD LOAD= 0 6*15 psf*21.58 ft*15.63 ft/8= 379 Ibs
WALL DEAD LOAD= 0.6'(WDL*HZ*LZ/2)_
� 0.6*12psf'8ft*1563ft/2= 4501bs
TOTAL DEAD LOAD= 379 Ibs+450 Ibs= 830 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT=
3630 Ibs-830 Ibs= , 2800 Ibs
�SIDEWALL FIRST FLOOR CORNER:
WALL DEAD LOAD= 0.6*(WDL*H�`L�/2)_
WALL DEAD LOAD= 0 6"12 psf'9 ft*12.43 ft!2= 403 Ibs
2nd FLOOR DEAD LOAD= 0.6*FDL*WZ*Lz/8=
2nd FLOOR DEAD LOAD= 0 6*10 psf"21 58 ft*15.63 ft/8= 253 Ibs
1st FLOOR DEAD LOAD= 0 6"FDL*W�*L�/8=
1 st FLOOR DEAD LOAD= 0 6*10 psf`22.14 ft"12.43 ft/8= 206 Ibs
TOTAL DEAD LOAD= 403 Ibs+253 Ibs+206 Ibs= 863 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT, INCLUDING ABOVE WALL(S)
12220 Ibs-863 Ibs-830 Ibs= 10527 Ibs
PREPARED BY:BARLOW ENGINEERING.P.C.
� 6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 37 of 39
P�2014\140755�Shearcalc\PBS-56701 2STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/1'��L014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
' (per ASCE 7-05)
ENDWALL SECOND FLOOR CORNER:
WALL DEAD LOAD= 0.6*(W DL*Hz*WZ/2)_
WALL DEAD LOAD= 0.6*12 psf'8 fl�21 58 ft/2= 622 Ibs
GABLE WALL DEAD LOAD= 0 6'(WDL`(H/2)"`W/2)_
GABLEWALLDEADLOAD= os'12psf•(����z)•(2�san�z)/z)•�2�ssn�iz= 2451bs
TOTAL DEAD LOAD= 622 Ibs+245 Ibs= 867 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT
2713 Ibs-867 Ibs= 1846 Ibs
ENDWALL FIRST FLOOR CORNER:
WALL DEAD LOAD= 0 6*(WDL*H�'W�/2)_
WALL DEAD LOAD= 0 6*12 psf*9 ft*22 14 ft/2= 718 Ibs
CORNER STUD CONNECTION LOAD= MAX WALL UPLIFT-SELF WEIGHT,INCLUDING ABOVE WALL(S)
9096 Ibs-718 Ibs-867 Ibs= 7511 Ibs
SECOND FLOOR CORNER HOLDDOWNS
UPLIFT FORCE= 3630 Ibs(MAX OF SECOND FLOOR UPLIFT FORCES)
SECOND FLOOR DEAD LOAD(DLZ)= 830 Ibs+867 Ibs= 1697 Ibs
HOLDDOWN FORCE= 3630 Ibs-1697 Ibs= 1933 Ibs
CHECK FASTENERS: 8d NAIL Z= 131.4 Ibs
1933 Ibs/131.4 Ibs/FASTENER= 14 71 FASTENERS
USE (15)8d NAIL(S)EACH END
USE A(2)1.5 x 20 ga STRAP WITH(15)8d NAIL(S)EACH END
OR CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1933 Ibs
SECOND FLOOR CORNER STUD CONNECTIOM
16d COMMON NAIL ALLOWABLE SHEAR(Z)= 191 Ibs
MAX CORNER STUD CONNECTION LOAD= 2800 Ibs
NAIL SPACING(2 ROWS)= 2*H*Z = 2*8 ft"191 Ibs= 13 in O C
U 2800 Ibs (16"MAX)
#OF 3/8"DIA.LAG SCREW REQUIRED= U = 2800 Ibs = 10 LAG SCREWS
Z 288 Ibs (6 MIN)
FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 13"ON CENTER
OR USE(10)3/8"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 38 of 39
P 12014\1407551ShearcalclPBS-56701 2�TORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)revl xls 11/1't��L014
SHEARWALL DESIGN PROFESSIONAL BUILDING SYSTEMS
(per ASCE 7-05) '
FIRST FLOOR HOLDDOWNS
SEE HAND CALCULATIOMS FOR FIRST FLOOR HOLDDOWNS
FIRST FLOOR CORNER STUD CONNECTION
16d COMMON NAIL ALLOWABLE SHEAR(Z)= 191 Ibs
MAX CORNER STUD CONNECTION LOAD= 10527 Ibs
NAIL SPACING(2 ROWS)= 2*H*Z = 2'9 ft"191 Ibs= 3 in O C
U 10527 Ibs (16"MAX)
#OF 1/2"DIA LAG SCREW REQUIRED= �U = 10527 Ibs = 19 LAG SCREWS
' Z 560 Ibs (6 MIN)
FASTEN CORNER STUDS 2 ROWS OF 16d COMMON NAILS @ 3"ON CENTER
� OR USE(19)1/2"DIA.LAG SCREWS
PREPARED BY:BARLOW ENGINEERING.P.C.
6512 SIX FORKS RD,SUITE 203-B RALEIGH,NC 27615 Page 39 of 39
P 12014\1407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTSj revl xls 11/1'1��014
" PROFESSIONAL BIJILDING SYSTEMS
SeCt10I1 Z
WIND OS CALCULATIONS
�� �a��r r
�� �� � �
�� �
� �
�
�, -�� , ,�4
����� ��� ��
_ o �
11/13/14 ,
140755
94
WIND LOAD Ci4LCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) �
DESIGFI INPUTS: FIRST FLOOR WIDTH. 13.75 ft NO OF STORIES 1
SECOND FLOOR WIDTH 0 00 ft 1st FLOOR WALL HEIGHT 8 50 ft
THIRD FLOOR WIDTH 0 00 ft 2nd FLOOR WALL HEIGHT. 0 00 ft
FOURTH FLOOR WIDTH� 0.00 ft 3rd FLOOR WALL HEIGHT 0.00 ft
FIRST FLOOR LENGTH• 9 92 ft 4th FLOOR WALL HEIGHT 0 00 ft
SECOND FLOOR LENGTH 0 00 ft WIND SPEED 120 mph
THIRD FLOOR LENGTH 0 00 ft WIND EXPOSURE CASE C
FOURTH FLOOR LENGTH. 0 00 ft
ROOF SPAN(RS)• 13 75 ft (WIND BORNE DEBRIS PROTECTION
STUD SPACING 16 in IS REQUIRED FOR
TRUSS SPACING: 16 in HURRICANE PRONE REGIONS)
ROOF PITCH 9 /12
ROOF ANGLE(6)• 36 87 °
RAFTER LENGTH(L)= 8 60 ft
z= 1150ft
hr= 516ft
hr/2= 258 ft
h= 25.46 ft (IF ROOF SLOPE<=10 DEGREES,USE EAVE HEIGHT)
WALL EFFECTIVE WIND AREA=hs x STUD SPACING= 24 08 (EFFECTIVE WIDTH NEED NOT BE LESS THAN 8 5ft/3=2 83 f
ROOF EFFECTIVE W IND AREA=L x TRUSS SPACING= 24 65 ft` (EFFECTIVE WIDTH NEED NOT BE LESS THAN 8 6ft/3=2 86 f
MIN.WALL&ROOF EFFECTIVE AREA FOR FASTENERS= 0 17 ft� (WORST CASE:2"o C FASTENERS WITH 12"o C FRAMING)
a= 10°/a OF LEAST HORIZONTAL DIMENSION OR 0 4h,WHICHEVER IS SMALLER,BUT NOT LESS THAN EITHER 4%
OF LEAST HORIZONTAL DIMENSION OR 3 ft (p 54,FIG 6-10,NOTATION 9.a)
a 01W=01 *992ft=0.99ft OR 04h=04*2546ft=1018ft
LESSER= 0 99 ft
AND NOT LESS THAN EITHER
004W=004*992ft=04ft
OR3ft.
a= 3ft
PREPARED BY:
BARLOW ENGIiVEERING.P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 1 of 7
P\2014\140755\Shearcalc\PBS-56701 1-STORY BUMP-OUT ASCE-7-05(ALL HEIGHTS)rev2 xlsx 11/1'F`��014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
` (PER ASCE 7-05)
DETERMINE WIND LOADS PER ASCE 7-05:
MAIN WIND FORCE RESISTING SYSTEM:
CONSTANTS:
WIND VELOCITY(V). 120 mph DIRECTIONALITY FACTOR(Kd): 0 85
VEL PRESS.-EXP.COEF (Kh) 0.94 IMPORTANCE FACTOR(I). 1
VEL.PRESS EXP COEF (KZ) 0.85 qh•= 00256 x Kh x KZi x Kd x VZ x I= 29 57
MULT for TOPO FACTOR(K�)• 0 09 qZ =.00256 x KZ x KZ�x Kd x VZ x I= 26.64
MULT for TOPO FACTOR(Kz). 0
MULT for TOPO.FACTOR(K3). 0 GUST EFFECT FACTOR(G): 0 85
KZ�:_(1 +K�x Kzx K3)Z= 1 INTERNAL PRESS.COEF (GCP,�) 0 18
-0.18
PER TABLE 6-6,ASCE 7-05,pp 49,"EXTERNAL PRESSURE COEFFICIENTS,Cp"
WALL PRESSURE COEFICIENTS ROOF PRESSURE COEFICIENTS FOR USE WITH�
SURFACE Cp USE WITH NORMAL TO RIDGE(WIND FROM SIDEWALL)
WINDWARD WALL ALL 0 8 qz Cp-WINDWARD WALL -0 20
LEEWARD WALL SIDE -0.4 qh 0.20
LEEWARD WALL END -0.5 qh Cp-LEEWARD WALL 0 00
SIDE WALL ALL -0 7 qh
PARALLEL TO RIDGE(WIND FROM ENDWALL)
Cp-0 TO h/2 -1 17
Cp-h/2 TO h -1 17
Cp-hT02h -117
Cp->2h -1 17
Cp -0 18
PREPARED BY:
BARLOW ENGINEERING.P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 2 of 7
P 12014\140755\ShearcalclPBS56701 1-STORY BUMP-OUT ASCE-7-05(ALL HEIGHTS)rev2 xlsx 11/1'f�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) "
LATERAL LOADS:
EXTERNAL PRESSURE COEFFICIENTS
36 87 ° ROOF
CASE A-WIND FROM SIDE WALL:
SIDE WALL• GC�� = 0.56 GCPf�E= O B9
SIDE WALL. GCpf4= -0.37 GCpf4E_ -0.48
LOAD CALCULATIONS(WIND FROM SIDE WALL):
P=q GCp-qi(GCpi) .
EXAMPLE:, "
�
P=qhGCp-qi(GCpi) =(29.57psfx0.85x08)-(2957x0.18)=148psf
P=qh GCp-qi(GCpi) _(29 57 psf x 0.85 x 0.8)-(29 57 x-0 18)=25.4 psf
WINDWARD P= 14 80 psf WINDWARD P= -0 30 psf
WINDWARD P= 25.40 psf WINDWARD P= 10 35 psf
LEEWARD P= -15 40 psf LEEWARD P= -5 32 psf
LEEWARD P= -4 70 psf LEEWARD P= 5.32 psf
.WINDWARD SIDE: - ROOF SIDE:
USE 30 20 psf WIND LOAD USE 3 02 psf WIND L:OAD
CASE B-WIND FROM END WALL:,
ENDWALL GCPf�= 0.4 GCPf�E= 0 61
ENDWALL. GCpf4= -0.29 GCpf4E_ -0.43 -
LOAD CALCULATIONS(WIMD FROM END WALL):
P=q GCp-qi(GCpi)
EXAMPLE: '
P=qz GCp-qi(GCpi) _(26 64 psf x 0 85 x 0 8)-(26 64 x 0.18)=13.3 psf
P=qzGCp-qi(GCpi) =(2664psfx085x08)-(2664x-018)=229psf
WINDWARD P= 13.30 psf
WINDWARD P= 22 90 psf
, LEEWARD P= -13 90 psf
LEEWARD P= -4.30 psf
WINDWARD SIDE:
USE 27.20 psf WIND LOAD
PREPARED BY:
BARLOW ENGINEERING.P.C.
6612 SIX FORKS RD,SUITE 104
' RALEIGH,NC 27615 Page A3 of 7
P 12014\1407551Shearcalc\PBS-56701 1-STORY BUMP-OUT ASCE-7-05(ALL HEIGHTS)rev2 xlsx ' � - ���� 17���4
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
UPLIFT LOADS:
EXTERNAL PRESSURE GOEFFICIENTS:
36.87 ° ROOF
CASE A-WIND FROM SIDE WALL:
ROOF. GCP�= 0.21 GCP�E= 0 27
ROOF• GCP�_ -0.43 GCP�E_ -0 53
LOAD CALCULATIONS(WIND FROM SIDE WALL):
P=q GCp-qi(GCpi)
EXAMPLE
P=qhGCp-qi(GCp=(2957psfx085x-02)-(2957x0.18)=-10.3psf
P=qhGCp-qi(GCp=(2957psfx0.85x-02)-(29.57x-0.18)=03psf
WINDWARD P= -10.30 psf -LEEWARD P= -5.30 psf
WINDWARD P= 0.30 psf - . LEEWARD P= 5.30 psf
WINDWARD P= -0 30 psf
WINDWARD P= 10 30 psf
WINDWARD SIDE: LEEWARD SIDE:
USE -10 30 psf WIND LOAD USE -5 30 psf WIND LOAD
USE 10.30 psf WIND LOAD
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE A-WIND FROM SIDE WALL(MWFRS)IS -10.30 psf.
CASE B-WIND FROM END WALL:
ROOF. GCpi2= -0 69 GCP�E_ -1 07
ROOF GCP�_ -0 37 GCP�E_ -0.53
LOAD CALCULATIONS(WIND FROM END WALL):
P=q GCp-qi(GCpi)
EXAMPLE
P=qhGCp-qi(GCp=(2957psfx085x-117)-(2957x0.18)=-347psf
P=qh GCp-qi(GCp=(29.57 psf x 0 85 x-0 18)-(29 57 x-0 18)_-24 1 psf
WINDWARD P= -34.70 psf
WINDWARD P= -24.10 psf
LEEWARD P= -9.80 psf
LEEWARD P= 0 80 psf
WINDWARD SIDE: LEEWARD SIDE:
USE -34 70 psf WIND LOAD USE -9 80 psf WIND LOAD
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE B-WIND FROM END WALL(MWFRS)IS -34 70 psf.
PREPARED BY:
BARLOW ENGINEERING.P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 4 of 7
P�2014\1407551Shearcalc\PB&56701 1STORY BUMP-OUT ASCE-7-OS(ALL HEIGHTS)rev2 xlsx 11/1'�014
t -
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) '
CALCULATE LOADING ON BUILDING
LATERAL LOADS FROM WIND:
WIND PERPENDICULAR TO RIDGE:
WINDWARD SIDE:
USE 30 20 psf WIND LOAD -
WIND PRESSURE(w)= 30.2 psf
- MAX WALL HEIGHT(H)= 8 50 ft
LAT= w*H/2= 302psf'85ft/2=
LAT= 128 plf
WIND PARALLEL TO RIDGE:
WINDWARD SIDE: �
USE 27 20 psf WIND LOAD .
, �
WIND PRESSURE(w)= 27 2 psf -
MAX WALL HEIGHT(H)= 13.660 ft(INCLUDES GABLE)
LAT= w*Hl2= 272psf*1366ft/2=
LAT= 186 plf - -
UPLIFT LOADS FROM WIND:
WIND PERPENDICULAR TO RIDGE: -
WINDWARD SIDE: LEEWARD SIDE:
USE -10.30 psf WIND LOAD USE -5 30 psf WIND LOAD
USE 10 30 psf W IND LOAD
WIND PRESSURE(w)= 15 6 psf
MAX RAFTER LENGTH(L)= 8 60 ft
LAT= w*H/2= 156psf*86ft/2=
LAT= 67 plf
WIND PARALLEL TO RIDGE: ' "
WINDWARD SIDE: LEEWARD SIDE:
USE -34.70 psf WIND LOAD USE -9 80 psf WIND LOAD
WIND PRESSURE(w)= 44.5 psf
MAX ROOF LENGTH(L)= 8 600 ft -
LAT= w*H/2= 44.5psf*8.6ft/2=
�T Pi�EFARED BY: �
BARLOW ENGINEERING.P.C.
6612 SIX FORKS•RD,SUITE 104
� RALEIGH,NC 27615 Page 5 of 7
P�2014\140755\ShearcalclPB&56701 1-STORY BUMP-OUT ASCE-7-OS(ALL HEIGHTS)rev2 xlsx 11/1'f�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
FT LOADING:
MAX.FLOOR WIDTH(W)= 13.75 ft
AX.FLOOR LENGTH(L)= 9.92 ft
OOF SPAN(RS)= 13.75 ft
OF PITCH: /12
4*a x)= 1.21
WIND PRESSURE(w -34.70 psf
�1/�p= X"We+��-X� _
W�P= 1 21 psf+(1 -1 21) - 7 psf=
W�P= 8 5 psf
Wup— WUP"R/2= 8.5psf�13.75ft/2=
Wup= 59 plf
PREPARED BY:
BARLOW ENGINEERING.P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 6 of 7
P\2014N40755\ShearcalclPBS-56701 1-STORY BUMP-OUT ASCE-7-OS(ALL HEIGHTS)rev2�sx 11/1�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
, (PER A$CE 7-05) � '
LATERAL LOADING:
MAX FLOOR WIDTH(W)= 13 75 ft
MAX FLOOR LENGTH(L)= 9.92 ft
ROOF SPAN(RS)= 13.75 ft
ROOF PITCH: 9 /12 '
ROOF ANGLE(6)= 36 87 °
MAX WALL HEIGHT(H)= 8 50 ft
RIDGE ROOF HEIGHT(hr)= 5.16 ft
EDGE ROOF HEIGHT(he)= 4 5 ft
CALCULATE LATERAL PRESSURE AT FLOOR:(PERPENDICULAR TO RIDGE)
W�,T= 30 2 psf
^ WFL— WLAT�H= 302psf*8.5ft=
wF�= 257 plf
CALCULATE LATERAL PRESSURE AT FLOOR:(PARALLEL TO RIDGE) ,
W�,T= 27 2 psf
WFL— WLAT'H= 272psf*85ft=
' wF�= 231 plf
CALCULATE LATERAL PRESSURE @ ROOF:(PERPENDICULAR TO RIDGE) -
WR-PER= WLAT�h�+WFL I Z=
WR-PER— 3 OZ pSf*5 16 ft+257 plf/2= -
(BUT NO LESS THAN• 257 plf/2= 129 plf) (ASCE 7-05 FIGURE 6-10 NOTE 6)
wR-PER= 144 plf
CALCULATE LATERAL PRESSURE @ ROOF:(PARALLEL TO RIDGE)
GABLE AREA(AT)= RS�hr/2=
AT= 1375ft*516ft/2=
AT= 35.48 ft`
, TOTAL W IND LOAD(PW)_ (AT-A8)"wrf+Ae"Wre=
PW= (35 48 ft^2)*27 2 psf=
PW= 965 Ibs
WR_pqR= PW/R+W�/2=
wR-PAR= 965 Ibs/13 75 ft+231 plf/2= "
wR_P,�= 18fi plf -
� PREPARED BY:
BARLOW ENGINEERING.P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 7 of 7
' P�2014\140755\Shearcalc\PBS-56701 1-STORY BUMP-OUT ASCE-7-05(ALL HEIGHTS)rev2 xisx , 11/11H�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
DESIGN INPUTS: FIRST FLOOR WIDTH 24.00 ft NO.OF STORIES. 1
SECOND FLOOR WIDTH• 0 00 ft 1st FLOOR WALL HEIGHT. 8 50 ft
THIRD FLOOR WIDTH: 0 00 ft 2nd FLOOR WALL HEIGHT 0 00 ft
FOURTH FLOOR WIDTH 0.00 ft 3rd FLOOR WALL HEIGHT: 0 00 ft
FIRST FLOOR LENGTH: 16 00 ft 4th FLOOR WALL HEIGHT 0 00 ft
SECOND FLOOR LENGTH 0.00 ft WIND SPEED: 120 mph
THIRD FLOOR LENGTH 0 00 ft WIND EXPOSURE CASE: C
FOURTH FLOOR LENGTH 0.00 ft
ROOF SPAN(RS): 24 00 ft (WIND BORNE DEBRIS PROTECTION
STUD SPACING: 16 m IS REQUIRED FOR
TRUSS SPACING 16 in HURRICANE PRONE REGIONS)
ROOF PITCH 12 /12
ROOF ANGLE(6): 45 00 °
RAFTER LENGTH(L)= 16 97 ft
z= 1150ft
hr= 12.00 ft
hr/2= 600 ft
h= 25 46 ft (IF ROOF SLOPE<=10 DEGREES,USE EAVE HEIGHT)
WALL EFFECTIVE WIND AREA=hs x STUD SPACING= 24 08 (EFFECTIVE W IDTH NEED NOT BE LESS THAN 8.5ft/3=2 83 ft)
ROOF EFFECTIVE WIND AREA=�x TRUSS SPACING= 95 99 ft` (EFFECTIVE W IDTH NEED NOT BE LESS THAN 16.97ft/3=5.65 ft)
MIN.WALL&ROOF EFFECTIVE AREA FOR FASTENERS= 0.17 ft` (WORST CASE:2"o c FASTENERS WITH 12"o.C.FRAMING)
a= 10%OF LEAST HORIZONTAL DIMENSION OR 0.4h,WHICHEVER IS SMALLER,BUT NOT LESS THAN EITHER 4%
OF LEAST HORIZONTAL DIMENSION OR 3 ft (p 54,FIG 6-10,NOTATION 9.a)
a: 01W=0.1 °16ft=1.6ft OR 04h=04*25.46ft=1018ft
, LESSER= 1.6 ft
AND NOT LESS THAN EITHER•
004W=004"16ft=064ft
OR3ft
a= 3ft
PREPARED BY:
BARLOW ENGINEERING:P.C.
6612 SIX FORKS RD,SUITE 104
RALEIGH,NC 27615 Page 1 of 7
P�2014\140755\Shearcalc\PBS56701 iSTORY GARAGE ASCE-7-OS(ALL HEIGHTS)rev2 xls 11/1�L014
WIND LOAD CALCULATIONS PROFESSIONAL�BUILDING SYSTEMS
(PER ASCE 7-05) � '
DETERMINE WIND LOADS PER ASCE 7-05: �
MAIN WIND FORCE RESISTING SYSTEM: - ,
CONSTANTS:
� WIND VELOCITY(V). 120 mph DIRECTIONALITY FACTOR(Kd): 0 85
VEL PRESS EXP COEF.(Kh) 0.94 IMPORTANCE FACTOR(I): - 1
� VEL PRESS.EXP.COEF (KZ)• 0.85 qh•= 00256 x Kh x KZ,x Kd x Vz x I= 29.57
MULT.for TOPO.FACTOR(K,): 0 09 qZ = 00256 x KZ x KZ�x Kd x Vz x I= 26 64
, MULT.for TOPO.FACTOR(KZ): 0 .
MULT for TOPO-FACTOR(K3): 0 GUST EFFECT FACTOR(G) 0 85 -
� KZ�:_(1 +K�x KZ x K3)Z= 1 INTERNAL PRESS COEF.(GCP,�) 0.18
, � - -0.18
' PER TABLE 6-6,ASCE 7-05,pp 49,"EXTERNAL PRESSURE COEFFICIENTS,Cp" �
WALL PRESSURE COEFICIENTS ROOF PRESSURE COEFICIENTS FOR USE WITH ah
SURFACE Cp USE WITH NORMAL TO RIDGE(WIND FROM SIDEWALL)
� WINDWARD WALL ALL 0 8 qz Cp-WINDWARD WALL 0 00
' LEEWARD WALL SIDE -0 4 qh 0 30
LEEWARD WALL END -0.5 qh Cp-LEEWARD WALL 0.00
SIDE WALL ALL -0 7 qh
PARALLEL TO RIDGE(WIND FROM ENDWALL)
� , Cp-0 TO h/2 -1 17
Cp-h/2 TO h -1.17
Cp-hT02h -1.17
Cp->2h -1.17
Cp -0 18
' � PREPARED BY: '
BARLOW ENGINEERING.P.C.
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� � RALEIGH,NC 27615 Page 2 of 7
� P�2014\1407551ShearcalclPBS56701 1-STORY GARAGE ASCE-7-05(ALL HEIGHTS)rev2 xls _ �����0�4
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05) -
LATERAL LOADS:
EXTERNAL PRESSURE COEFFICIENTS
45.00 ° ROOF
CASE A-WIND FRON9 SIDE WALL:
SIDE WALL GCPf�= 0 56 GCP{�E= O F)J
SIDE WALL. GCpf4= -0 37 GCP{qE_ -O.4H
LOAD CALCULATIONS(WIND FROM SIDE WALL):
P=q GCp-qi(GCpi)
EXAMPLE
P=qh GCp-qi(GCpi) _(29 57 psf x 0 85 x 0 8)-(29.57 x 0 18)=14 8 psf
P=qh GCp-qi(GCpi) _(29 57 psf x 0 85 x 0 8)-(29 57 x-0.18)=25 4 psf
WINDWARD P= 14.80 psf WINDWARD P= 2 22 psf
WINDWARD P= 25 40 psf WINDWARD P= 12.86 psf
LEEWARD P= -15 40 psf LEEWARD P= -5 32 psf
LEEWARD P= -4 70 psf LEEWARD P= 5 32 psf
WINDWARD SIDE: ROOF SIDE:
USE 30.20 psf WIND LOAD USE 5 33 psf WIND LOAD
CASE B-WIND FROM END WALL:
ENDWALL GCPfi= 0 4 GCPf�E= O F)'I
ENDWALL GCP{q= -O Z9 GCpf4E_ -0 43
LOAD CALCULATIONS(WIND FROM END WALL):
P=q GCp-qi(GCpi)
EXAMPLE:
P=qz GCp-qi(GCpi) _(26 64 psf x 0 85 x 0.8)-(26 64 x 0 18)=13.3 psf
P=qz GCp-qi(GCpi) _(26 64 psf x 0 85 x 0.8)-(26 64 x-0 18)=22.9 psf
WINDWARD P= 13.30 psf
WINDWARD P= 22.90 psf
LEEWARD P= -13 90 psf
LEEWARD P= -4 30 psf
WINDWARD SIDE:
USE 27.20 psf WIND LOAD
PREPARED BY:
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P 12014\1407551ShearcalclPBS-56701 1STORY GARAGE ASCE-7-05(ALL HEIGHTS)rev2 xls 11/1�L014
WIND LOAD CALCUL�ATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) '
UPLIFT LOADS:
EXTERNAL PRESSURE COEFFICIENTS: ,
45 00 ° ROOF -
CASE A-WIND FROM SIDE WALL:'
ROOF• GCP�= 0.21 GCP�E= O.Z7
ROOF GCP�_ -0.43 GCPs3E_ -0 53
LOAD CALCULATIONS(WIND FROM SIDE WALL):
P=q GCp-qi(GCpi)
EXAMPLE•
P=qhGCp-qi(GCF=(29.57psfx0.85x0)-(2957x0.18)==53psf
P=qhGCp-qi(GCF=(2957psfx0.85x0)-(2957x-0.18)=53psf ,
WINDWARD P= -5 30 psf LEEWARD P= -5.30 psf
WINDWARD P= 5 30 psf LEEWARD P= 5 30 psf
WINDWARD � P= 2.20 psf '
WINDWARD P= 12 90 psf
WINDWARD SIDE: � LEEWARD SIDE: _
USE -5 30 psf WIND LOAD USE -5.30 psf WIND LOAD
USE 12.90 psf WIND LOAD .
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE A-WIND FROM SIDE WALL(MWFRS)IS 12 90 psf
CASE B-WIND FROM END WALL:
ROOF GCPfZ= -O F)9 GCPnE_ -1.07
ROOF GCP�_ -0 37 GCPt3E_ -0 53
LOAD CALCULATIONS(WIND FROM END WALL): ,
P=q GCp-qi(GCpi)
EXAMPLE
P=qh GCp-qi(GCF=(29.57 psf x 0 85 x-1 17)-(29 57 x 0 18)_-34.7 psf
P=qh GCp-qi(GCF=(29 57 psf x 0.85 x-0.18)-(29 57 x-0 18)_-24.1 psf
WINDWARD ' P= -34 70 psf
WINDWARD P= -24 10 psf
LEEWARD P= -9 80 psf
LEEWARD � P= 0 80 psf
WINDWARD SIDE: LEEWARD SIDE:
USE -34.70 psf WIND LOAD USE -9 80 psf WIND LOAD
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE B-WIND FROM END WALL(MWFRS)IS -34 70 psf.
PREPARED BY:
BARLOW ENGINEERING.P.C.
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P\2014\140755\ShearcalclPBS56701 1STORY,GARAGE ASCE-7-OS(ALL HEIGHTS)rev2 xls" �������4
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' � (PER ASCE 7-05)
CALCULATE LOADING ON BUILDING
LATERAL LOADS FROM WIND: ,
WIND PERPENDICULAR TO RIDGE:
WINDWARD SIDE:
USE 30 20 psf WIND LOAD
WIND PRESSURE(w)= 30 2 psf
MAX.WALL HEIGHT(H)= 8.50 ft
" LAT= w*H/2= 302psf*85ft/2=
LAT= 128 plf
WIND PARALLEL TO RIDGE:
WINDWARD SIDE: �
USE 27 20 psf W IND LOAD
- WIND PRESSURE(w)= 27.2 psf
MAX.WALL HEIGHT(H)= 20 500 ft(INCLUDES GABLE)
LAT= w*H/2= 27.2psf*20.5ft/2= ,
LAT= 279 plf
PREPARED BY:
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P 12014N40755\Shearcalc\PBS-56701 1-STORY GARAGE ASCE-7-OS(ALL HEIGHTS)rev2 xls 11/1�014
WIND LOAD CALCUI_ATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) ,� '
UPLIFT LOADS FROM WIND: .
WIND PERPENDICULAR TO RIDGE:
WINDWARD SIDE: � LEEWARD SIDE:
, USE -5 30 psf WIND LOAD USE -5 30 psf WIND LOAD
USE 12.90 psf WIND LOAD
WIND PRESSURE(w)= 10 6 psf
MAX RAFTER LENGTH(L)= 16 97 ft ,
LAT= w'H/2= 10.6psf"16.97ft/2=
LAT= 90 plf
WIND PARALLEL TO RIDGE:
WINDWARD SIDE: LEEWARD SIDE:
USE -34.70 psf WIND LOAD USE -9.80 psf WIND LOAD
; WIND,PRESSURE(w)= 44 5 psf
, MAX ROOF LENGTH(L)= 16 970 ft
LAT= w*H/2= 445psf"16.97ft/2=
LAT= 378 plf
UPLIFT LOADING:
MAX FLOOR WIDTH(W)= 24 ft
MAX FLOOR LENGTH(L)= 16 00 ft
ROOF SPAN(RS)= 24 00 ft
ROOF PITCH. 12 /12 _
, 4*a/L(x)= 0.75
WIND PRESSURE(wf)_ -34.70 psf
�/�p= X t We+�.�-X�"Wf=
W�P= 075psf+(1 -0.75)*-347psf=
WuP= -7 93 psf
W�P= W�p*R/2= -7.93psf*24ft/2=
w„P= 96 plf
PREPARED BY: _
BARLOW ENGINEERING.P.C.
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P�2014\140755\Shearcalc\PBS56701 1STORY GARAGE ASCE-7-05(ALL HEIGHTS)rev2 xls 11/1��2014
.
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
LATERAL LOADING:
MAX FLOOR WIDTH(W)= 24 ft
MAX.FLOOR LENGTH(L)= 16 00 ft
ROOF SPAN(RS)= 24 00 ft
ROOF PITCH 12 /12
ROOF ANGLE(6)= 45.00 °
MAX WALL HEIGHT(H)= 8.50 ft
RIDGE ROOF HEIGHT(hr)= 12.00 ft
EDGE ROOF HEIGHT(he)= 6 ft
CALCULATE LATERAL PRESSURE AT FLOOR:(PERPENDICULAR TO RIDGE)
WU,T= 30.2 psf
WFL' W�qT*H= 30 2 psf*8.5 ft=
wF�= 257 plf
CALCULATE LATERAL PRESSURE AT FLOOR:(PARALLEL TO RIDGE)
W�,T= 27.2 psf
WF�= W�qT�H= 272 psf*8 5 ft=
wF�= 231 plf
CALCULATE LATERAL PRESSURE @ ROOF:(PERPENDICULAR TO RIDGE)
WR-PER— WLAT�h�+WFL�2—
wR-PER= 5.34 psf*12 ft+257 plf/2=
(BUT NO LESS THAN: 257 plf/2= 129 pif) (ASCE 7-05 FIGURE 6-10 NOTE 6)
WR-PER= 192 P�f
CALCULATE LATERAL PRESSURE @ ROOF:(PARALLEL TO RIDGE)
GABLE AREA(AT)= RS'hr/2=
AT= 24ft*12ft/2=
AT= 144 ft`
TOTAL W IND LOAD(PW)_ (AT-Ae)*wrf+,qe*w�_
PW= (144 ft^2)*27 2 psf=
PW= 3917 Ibs
WR_p�= PWIR+WflIZ=
wR_P,�= 3917 Ibs/24 ft+231 plf/2=
wR-PAR= 279 p�f
PREPARED BY:
BARLOW ENGINEERING.P.C.
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P12014\140755\Shearcalc�PBS56701 1�TORY GARAGEASCE-7-05(ALL HEIGHTS)rev2 xls 11/1�014
.
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) '
DESIGN INPUTS: FIRST FLOOR WIDTH: 27.50 ft NO.OF STORIES: 2
SECOND FLOOR WIDTH. 27.50 ft 1st FLOOR WALL HEIGHT: 9.00 ft
THIRD FLOOR WIDTH: 0.00 ft 2nd FLOOR WALL HEIGHT. 8.00 ft
_ FOURTH FLOOR WIDTH 0.00 ft 3rd FLOOR WALL HEIGHT 0 00 ft
FIRST FLOOR LENGTH. 48.00 ft 4th FLOOR WALL HEIGHT. 0.00 ft
SECOND FLOOR LENGTH� 48.00 ft WIND SPEED• 120 mph
THIRD FLOOR LENGTH: 0 00 ft WIND EXPOSURE CASE C
FOURTH FLOOR LENGTH. 0 00 ft
ROOF SPAN(RS) 27.50 ft (WIND BORNE DEBRIS PROTECTION
STUD SPACING. 16 m IS REQUIRED FOR
TRUSS SPACING 16 in HURRICANE PRONE REGIONS)
ROOF PITCH• 7 /12
� ROOF ANGLE(9): 30 26 °
RAFTER LENGTH(L)= 15.92 ft
z= 21 00 ft
hr= 8.02 ft
hr/2= 401 ft
h= 25 46 ft (IF ROOF SLOPE<=10 DEGREES,USE EAVE HEIGHT)
WALL EFFECTIVE WIND AREA=hs x STUD SPACING= 27.00 (EFFECTIVE WIDTH NEED NOT BE LESS THAN 9ft/3=3 ft)
ROOF EFFECTIVE W IND AREA=L x TRUSS SPACING= 84 48 ft` (EFFECTIVE W IDTH NEED NOT BE LESS THAN 15 92ft/3=5.3 ft)
MIN WALL&ROOF EFFECTNE AREA FOR FASTENERS= 0.17 ft` (WORST CASE:2"o c.FASTENERS WITH 12"o c.FRAMING)
a= 10%OF LEAST HORIZONTAL DIMENSION OR 0 4h,WHICHEVER IS SMALLER,BUT NOT LESS THAN EITHER 4%
OF LEAST HORIZONTAL DIMENSION OR 3 ft. (p 54,FIG 6-10,NOTATION 9.a)
a: 01W=0.1 '275ft=2.75ft OR 0.4h=0.4'25.46ft=1018ft
. LESSER= 2.75 ft
AND NOT LESS THAN EITHER•
0.04W=004*27.5ft=1.1ft
OR3ft:
a= 3ft
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P�2014\140755\ShearcalclPBS-56701 2STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev2 xls 11/1�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05) -
DETERMINE WIND LOADS PER ASCE 7-05:
MAIN WIND FORCE RESISTING SYSTEM:
CONSTANTS: .
WIND VELOCITY(V) 120 mph DIRECTIONALITY FACTOR(Kd) 0.85
VEL PRESS.EXP.COEF.(Kh): 0 94 IMPORTANCE FACTOR(I): 1
VEL.PRESS EXP COEF.(KZ) 0.91 qh =.00256 x Kh x KZi x Kd x VZ x I= 29 57
MULT.for TOPO FACTOR(K�) 0 09 qZ = 00256 x KZ x KZ�x Kd x VZ x I= 28.46
MULT for TOPO.FACTOR(KZ). 0
MULT.for TOPO.FACTOR(K3) 0 GUST EFFECT FACTOR(G): 0 85
KZt•_(1 +K�x KZx K3)Z= 1 INTERNAL PRESS COEF.(GCP,i). 0 18
-0.18
PER TABLE 6-6,ASCE 7-05,pp 49,"EXTERNAL PRESSURE COEFFICIENTS,Cp"
WALL PRESSURE COEFICIENTS ROOF PRESSURE COEFICIENTS FOR USE WITH qh
SURFACE Cp USE WITH NORMAL TO RIDGE(WIND FROM SIDEWALL)
WINDWARD WALL ALL 0.8 qz Cp-WINDWARD WALL -0.29
LEEWARD WALL SIDE -0 5 qh 0.20
LEEWARD WALL END -0 4 qh Cp-LEEWARD WALL -0.60
SIDE WALL ALL -0 7 qh
PARALLEL TO RIDGE(WIND FROM ENDWALL)
Cp-0 TO h/2 -1 17
Cp-h/2 TO h -1 17
Cp-h TO 2h -1.17
Cp->2h -1 17
Cp -0.18
PREPARED BY:
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P�2014N407551ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev2 xls 11/1�I�/�1014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) � � '
LATERAL LOADS:
EXTERNAL PRESSURE COEFFICIENTS �
30.26 ° ROOF
CASE A-WIND FROM SIDE WALL: '
SIDE WALL GCPf�= 0 56 GCPf�E= O E9
� SIDE WALL. GCpf4= -0 37 GCP{qE_ -O 48
, LOAD CALCULATIONS(WIND FROM SIDE WALL): -
' P=q GCp-qi(GCpi)
' EXAMPLE -
P=qhGCp-qi(GCpi) =(2957psfx085x08)-(2957x0.18)=148psf
, P=qh GCp-qi(GCpi) _(29 57 psf x 0.85 x 0.8)-(29.57 x-0 18)=25.4 psf
' WINDWARD P= 14 80 psf INDWARD P= -0 30 psf � .
WINDWARD P= 25 40 psf INDWARD P= 10 35 psf �
LEEWARD P= -17 90 psf LEEWARD P= -20.40 psf
LEEWARD P= -7.20 psf LEEWARD P= -9.76 psf
WINDWARD SIDE: ROOF SIDE:
USE 32 70 psf WIND LOAD USE 10 13 psf WIND LOAD
CASE B-WIND FROM END WALL:
, ENDWALL. GCPf�= 0.4 GCPf�E= 0 61
ENDWALL GCPfq= � -O Z9 GCPf4E— -O 43 -
� LOAD CALCULATIONS(WIND FROM END WALL):
� P=q GCp-qi(GCpi) ,
EXAMPLE
P=qz GCp-qi(GCpi) _(28 46 psf x 0.85 x 0.8)-(28.46 x 0.18)=14 2 psf
� P=qzGCp-qi(GCpi) =(2846psfx085x08)-(2846x-0.18)=24.5psf .
` WINDWARD P= 14.20 psf
WINDWARD P= 24.50 psf ' ,
LEEWARD P= -17 20 psf
LEEWARD P= -7 00 psf
WINDWARD SIDE:
USE 31 40 psf WIND LOAD
, �
' � - PREPARED BY:
' BARLOW.ENGINEERING.P.C.
� 6612 SIX FORKS RD,SUITE 104
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P�2014\1407551ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev2 xls 11/1�1�/�014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
UPLIFT LOADS:
EXTERNAL PRESSURE COEFFICIENTS:
30.26 ° ROOF
CASE A-WIND FROM SIDE WALL:
ROOF. GCP�= 0 21 GCPTZE= O Z7
ROOF• GCP�_ -0 43 GCPf3E— -O 53
LOAD CALCULATIONS(WIND FROM SIDE WALL):
P=q GCp-qi(GCpi)
EXAMPLE:
P=qh GCp-qi(GCpi=(29.57 psf x 0.85 x-0 29)-(29.57 x 0.18)_-12 6 psf
P=qh GCp-qi(GCpi=(29 57 psf x 0 85 x-0 29)-(29 57 x-0 18)_-2 psf
WINDWARD P= -12 60 psf LEEWARD P= -20.40 psf
WINDWARD P= -2 00 psf LEEWARD - P= -9.80 psf
WINDWARD P= -0.30 psf
WINDWARD P= 10.30 psf
WINDWARD SIDE: LEEWARD SIDE:
USE -12 60 psf WIND LOAD USE -20 40 psf WIND LOAD
USE 10 30 psf WIND LOAD
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE A-WIND FROM SIDE WALL(MWFRS)IS -20.40 psf
CASE B-WIND FROM END WALL:
ROOF GC�_ -0 69 GCP�E_ -1 07 �
ROOF. GCpf3= -0 37 GCP�E_ -0.53
LOAD CALCULATIONS(WIND FROM END WALL):
P=q GCp-qi(GCpi)
EXAMPLE.
P=qh GCp-qi(GCpi=(29.57 psf x 0 85 x-1 17)-(29.57 x 0.18)_-34 7 psf
P=qh GCp-qi(GCpi=(29 57 psf x 0 85 x-0 18)-(29.57 x-0.18)_-24 1 psf
WINDWARD P= -34.70 psf
WINDWARD P= -24.10 psf
LEEWARD P= -9 80 psf �
- LEEWARD P= 0 80 psf
WINDWARD SIDE: LEEWARD SIDE:
USE -34 70 psf WIND LOAD USE -9.80 psf WIND LOAD
THE MAXIMUM UPLIFT LOAD FOR 120 mph CASE B-WIND FROM END WALL(MWFRS)IS -34 70 psf.
PREPARED BY:
BARLOW ENGINEERING.P.C.
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P 12014\140755\Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev2 xls 11/1�1�/�2014
WIND LOAD CA►LCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) '
CALCULATE LOADING ON BUILDING
LATERAL LOADS FROM WIND:
WIND PERPENDICULAR TO RIDGE:
WINDWARD SIDE:
USE 32.70 psf WIND LOAD
WIND PRESSURE(w)= 32 7 psf
MAX WALL HEIGHT(H)= 9 00 ft
LAT= w*H/2= 32.7psf*9ft/2=
LAT= 147 pif
WIND PARALLEL TO RIDGE:
WINDWARD SIDE:
USE 31 40 psf WIND LOAD
WIND PRESSURE(w)= 31.4 psf
MAX.WALL HEIGHT(H)= 16.020 ft(INCLUDES GABLE)
LAT= w*H/2= 31.4psf*1602ft/2=
LAT= 252 plf
PREPARED BY:
BARLOW ENGINEERING.P.C.
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P 12014\1407551ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev2 xls 11/1�1�/1014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
" (PER ASCE 7-05)
UPLIFT LOADS FROM WIND:
WIND PERPENDICULAR TO RIDGE:
WINDWARD SIDE: LEEWARD SIDE: �
USE -12 60 psf WIND LOAD USE -20 40 psf WIND LOAD
USE 10 30 psf WIND LOAD
WIND PRESSURE(w)= 33 psf
MAX.RAFTER LENGTH(L)= 15 92 ft
LAT= w'H/2= 33psf*15.92ft/2=
LAT= 263 plf
WIND PARALLEL TO RIDGE:
WINDWARD SIDE: LEEWARD SIDE:
USE -34.70 psf WIND LOAD USE -9 80 psf WIND LOAD
WIND PRESSURE(w)= 44 5 psf
MAX ROOF LENGTH(L)= 15 920 ft
LAT= w H/2= 445psf*1592ft/2=
LAT= 354 plf
UPLIFT LOADING:
MAX FLOOR WIDTH(W)= 27 5 ft
MAX FLOOR LENGTH(L)= 48 00 ft '
ROOF SPAN(RS)= 27.50 ft
ROOF PITCH: 7 /12
4*a/L(x)= 0.25
WIND PRESSURE(wf)_ -34.70 psf
W�p= X�We'}��-X��Wi=
W�P= 025psf+(1 -025)*-347psf=
W�P= -25.78 psf
W�P= W�p*R/2= -25.78psf*27.5ft/2=
w„p= 355 plf
PREPARED BY:
BARLOW ENGINEERING.P.C.
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P�2014\1407551ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-05(ALL HEIGHTS)rev2 xls 11/1�1��014
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
(PER ASCE 7-05) , . �
LATERAL LOADING:
MAX FLOOR WIDTH(W)= 27 5 ft.
MAX.FLOOR LENGTH(L)= 48 00 ft
ROOF SPAN(RS)= 27.50 ft '
- ROOF PITCH• 7 /12
. ROOF ANGLE(6)= 30.26 °
MAX WALL HEIGHT(H)= 9.00 ft
RIDGE ROOF HEIGHT(hr)= 8 02 ft
EDGE ROOF HEIGHT(he)= 3.5 ft
CALCULATE LATERAL PRESSURE AT FLOOR:(PERPENDICULAR TO RIDGE)
, W�T= 32.7 psf
WFL' WLAT"H= 32.7 psf'9 ft=
wF�= 295 plf
CALCULATE LATERAL PRESSURE AT FLOOR:(PARALLEL TO RIDGE)
Wu,T= 31.4 psf
WFL— WLAT"H= 31.4psf`9ft=
wF�= 283 plf
� CALCULATE LATERAL PRESSURE @ ROOF:(PERPENDICULAR TO RIDGE)
WR-PER= WLq7�h�+WFL I Z= '
wR-PER= 10 14 psf*8.02 ft+2g5 plf/2= ' �
(BUT NO LESS THAN• 295 plf/2= 148 plf) (ASCE 7-05 FIGURE 6-10 NOTE 6)
WR-PER— ZZ9 PIf
CALCULATE LATERAL PRESSURE @ ROOF:(PARALLEL TO RIDGE)
GABLE AREA(AT)= RS"hr/2=
. � AT=275ft*8.02ft/2=
Ar= 110 28 ft`
TOTAL WIND LOAD(PW)_ (Ar-Ae)"�✓rt+Ae"wre= -
; PW= (110 28 ft^2)*31 4 psf=
PW= 3463 Ibs
WR-PAR= PWIRtWflIZ=
wR-PAR= 3463 Ibs/27 5 ft+283 plf/2=
_ . WR-PAR= ZB� pIf
PREPARED BY:
� BARLOW ENGINEERING.P.C.
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P 12014\1407551Shearcalc\PBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev2 xIs ���������4
WIND LOAD CALCULATIONS PROFESSIONAL BUILDING SYSTEMS
' (PER ASCE 7-05)
COMPONEfVTS AND CLADDING:
CONSTANTS: WIND VELOCITY(V) 120 mph DIRECTIONALITY FACTOR(ICd) 0.85
VEL PRESS EXP.COEF (KZ) 0.94 IMPORTANCE FACTOR(I) 1
MULT.for TOPO FACTOR(K�) 0 09 qZ._.00256 x KZ x KZ�x Kd x VZ x I= 29 57
MULT for TOPO FACTOR(KZ) 0 00 q,=qh=qZ= 29.57
MULT.for TOPO.FACTOR(K3) 0.00 GUST EFFECT FACTOR(G) 0.85
KZ�._(1 +K�x KZ x K3)z= 1.00 INTERNAL PRESS COEF (GCP,)• 0 18
-0.18
LATERAL LOADS(COMPONENTS AND CLADDING):
2
EXTERNAL PRESSURE COEFFICIENTS: � 2
2�2 1
+1 11,;;:�.'�.
SIDE WALL. FIELD: GCpf4= -1 01 2 � '.�:2-",�'
EDGE. GCPrs= -1 19 f..i�.,i�: �.1
- �� ' �
LOAD CALCULATIONS: � �,, ' " "�� � ,, �' �.�s
l � � ' . ..
P=9n x(GCPf-GCP�) 5 % ,,� 1," d
4 � . .5
EXAMPLE
P4,=qh x(GCPf4-GCP,y) =29.57 psf"[(-1.01 -0.18)]_-35.19 psf
P4,=qh x(GCPf4-GCP,4) =29.57 psf*[(-1 01 --0 18)]_-24 55 psf
FIELD Pa,_ -35.19 psf
FIELD P4,_ -24.55 psf USE -35 19 psf WIND LOAD FOR FIELD.
EDGE: P5i= -40 52 psf USE -40.52 psf WIND LOAD FOR EDGE
EDGE: P5,_ -29.87 psf
THE MAXIMUM LATERAL LOAD FOR 120 mph WIND(COMPONENTS AND CLADDING)IS -40.52 psf
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P�20141140755\ShearcalclPBS-56701 2-STORY MAIN STRUCTURE ASCE-7-OS(ALL HEIGHTS)rev2 xis 11/1�1�/ 014
PROFESSIONAL BUILDING SYSTEMS '
Section 3
HANI) CALCULATIONS
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BARLOW ENGINEERING, PC Project: PBS-56701
6512 Six Forks Road,Suite 203-B Project No.: 140755
Raleigh, NC 27615 For:0481nec2014
Telephone:919-845-1600 By:Dennis R. Hilton, PE
Fax:919-845-1616 Date: 11-06-2014
HIGH WIND CALCULATIONS
DESIGN DATA
LOCATION: New York
NO.OF STORIES= 1 &2
WIND,V(3-sec)= 120 mph �
EXPOSURE CATEGORY= C
2-STORY ROOF SLOPE= 7 /12
1-STORY GARAGE ROOF SLOPE= 12 /12
1-STORY BEDROOM ROOF SLOPE= 12 /12
1-STORY BUMP-OUT ROOF SLOPE= 9 /12
OVERALL LENGTH= 64 ft
OVERALL WIDTH= 27 5 ft PLU� = 9.92 ft BUMP-OUT
MAIN STRUCTURE ROOF SPAN= 27.5 ft
GARAGE ROOF SPAN= 24 ft
BUMP-OUT ROOF SPAN= 13.75 ft
STRUCTURE HEIGHT= 29.47 ft(FROM FIN.GRADE TO MAIN STRUCTURE ROOF RIDGE)
MAIN 1st FLOOR CEILING HEIGHT= 9 ft
CAPE 1st FLOOR CEILING HEIGHT= 8.5 ft
2nd FLOOR CEILING HEIGHT= 8 ft
ROOF TRUSS&2nd STUD SPACING= 16 in
1st STORY STUD SPACING= 16 in
MEAN ROOF HEIGHT CALCULATIOId
HOUSE MRH=(STRUCTURE HT)-1/2[(ROOF SLOPE/12)x(ROOF SPAN/2)]=
M R.H.= 25 46 ft
,
1 118
BARLOW ENGINEERING, PC , Project: PBS-56701
6512 Six Forks Road,Suite 203-B Project No.:140755
Raleigh,NC 27615 For:0481nec2014
Telephone:919-845-1600 By: Dennis R. Hilton, PE
Fax:919-845-1616 Date: 11-06-2014
WIND LOAD MODEL
1375ft
PORTAL F.RAME
[V=720 Ibs] -EW#1 LATERAL WIND FORCE,
B-SW#1 .\ �• B-SW#2 Wlat(plfl
10 5 ft _ 1��Q1�' 1/2 TOTAL V ON BUMP-OUT
Bl.�M b1�T IMPOSED ON MAIN STR.
�' B-E #2 � . [�/=720 Ibs]
����.� � -1&2SW#1 �.� � G-SW#1
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1-STORY ��'� � 2-STOR����� M-1&2EW#2 �•�STOR�'�
W= 27.5 ft �'� �. .�.�•�' '♦ i' 24 ft
� ��� '�• G-EW#'I '� -EW#
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M-1EW#1 M-2-EiN#1_ MAIN STRUC�'La.RE ��ARAG��
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14ft 34ft 16ft
L=64ft
1/2 TOTAL V ON GARAGE _ _ . ORTAL
- IMPOSED ON MAIN STR. - � FRAME
[V= 1544 Ibs] [V= 1544 Ibs]
ROOF
ROOF MAIN STRUCTURE 2nd STORY ROOF �
MAIN STRUCTURE 1st STORY GARAGE
ELEVATION VIEW
- (FRONT SIDE)
2 119
BARLOW ENGINEERING, PC Project: PBS-56701
�'6512 Six Forks Road,Suite 203-B Project No.:140755
Raleigh,MC 27615 Fore 0481nec2014
Telephone:919-845-1600 By:Dennis R. Hilton, PE
Fax:919-845-1616 Date: 11-06-2014
ADDL.WIND LOAD-FRONT PORCH ROOF OVERHANG
PORCH ROOF HEIGHT= 2 ft
PORCH ROOF LENGTH= 6 ft
VERTICAL PROJECTED AREA= 6 sf
WIND PRESSURE= 32 7 psf (MWFRS)
ADD'L WIND FORCE= 197 Ibs (APPLY TO M-1SW#2)
ADDITIONAL WIPID LOAD-REVERSED GABLE ROOF
ROOF HEIGHT= 7 ft
ROOF LENGTH= 12 ft
VERTICAL PROJECTED AREA= 84 sf
WIND PRESSURE= 32.7 psf (MWFRS)
ADD'L WIND FORCE= 2747 Ibs - (APPLY TO M-2SW#2)
ADDITIONAL WIND LOAD-DORMERS
DORMER HEIGHT= 10 ft
DORMER LENGTH= 10 ft
VERTICAL PROJECTED AREA= 50 sf
WIND PRESSURE= 32.7 psf (MWFRS)
ADD'L WIND FORCE= 1635 Ibs
No. DORMERS= 2 EACH SIDE OF ROOF
WIND FORCE= 1635 Ibs (APPLYTO M-1SW#1)
WIND FORCE= 1635 Ibs (APPLY TO M-1SW#2
WIND FORCE= 1635 Ibs (APPLY TO G-SW#1)
WIND FORCE= 1635 Ibs (APPLY TO G-SW#2)
ADDITIONAL WIND LOAD-CHIMNEY
CHIMNEY HEIGHT= 29.5 ft
CHIMNEY WIDTH= 2 ft
VERTICAL PROJECTED AREA= 59 ft
WIND PRESSURE= 32.7 psf (MWFRS)
ADD'L WIND FORCE= 1930 Ibs
9/29.5 x 1548= 589 Ibs (APPLY TO 1SW#1)
20.5/29.5 x 1548= 1342 Ibs (APPLY TO 2SW#1)
3 �20
BARLOW ENGINEERING, PC Project: PBS-56701
6512 Six Forks Road,Suite 203-B Project fVo.:140755'
Raleigh, NC 27615 For:0481nec2014
Telephone:919-845-1600 By: Dennis R. Hilton, PE
Fax:919-845-1616 Date:11-06-2014
ROOF TRUSS UPLIFT CALCULATIONS
PROJECT WIND SPEED= 120 mph
CAPE TRUSS. 12/12 PITCH (TR 12-27-61
IAX.SUPPORT REACTIONS(FROM INTERACTION CALCS)
EXTERIOR WALL DL+ 120 mph UPLIFT= -491 Ibs
TRUSS SPA.= 1.33 ft
Wul= -370 plf [USE FOR GARAGE]
MATING WALL DL+ 120 mph UPLIFT= 0 Ibs
TR7-27-6
IAX SUPPORT REACTIONS(FROM INTERACTION CALCS)
EXTERIOR WALL DL+ 120 mph UPLIFT= -512 Ibs
TRUSS SPA.= 1.33 ft
Wul= -385 plf [USE FOR 1 AND 2 STORY
PORTIONS OF MAIN STRUCTURE]
MATING WALL DL+ 120 mph UPLIFT= -22 Ibs
TRUSS SPA.= 1.33 ft
Wul= -17 plf(TOTAL FOR BOTH SIDES OF MATING LINE)
SW9-15-9
IAX.SUPPORT REACTIONS(FROM INTERACTION CALCS)
EXTERIOR WALL DL+ 120 mph UPLIFT= -299 Ibs
TRUSS SPA.= 1.33 ft
Wul= -225 plf [USE FOR BUMP-OUT]
4 121
.
BARLOW ENGINEERING,PC Project: PBS-56701
6512 Six Forks Road,Suite 203-B Project No.:140755
Raleigh, NC 27615 For:0481nec2014
Telephone:919-845-1600 By: Dennis R. Hilton, PE
Fax:919-845-1616 Date: 11-06-2014
SHEARWALL SEGMENT &OTHER HOLDDOWNS
M-1 SW#1
SHEAR LOAD AT TOP OF WALL,V= 11863 Ibs
TOTAL LGTH OF WALL SEGMENTS= 12.43 ft
WALL HEIGHT= 9 ft
UPLIFT= 8590 Ibs M-D
. MIN.STUDS= 4
UPLIFT AT CORNERS AT M-EW#1:
2nd FLOOR EW#1 U/L FORCE= 2713 Ibs (PER SHEARCALC)
1st FLOOR EW#1 U/L FORCE= 9096 Ibs(INCLUDES 2713 Ibs FROM 2nd FLOOR)
1st FLOOR EW#1 U/L FORCE w/o 2nd FLR U/L= 6383 Ibs (APPLY AT CORNERS, U.O.N.) M-F
CORNER U/L DUE TO SHEARWALL SEGMENT= 8590 Ibs>6383 Ibs(GOVERNS ONE CORNER)
2nd FLOOR SIDEWALL#1 U/L FORCE= 3630 Ibs (PER SHEARCALC)
EFFECTIVE DEAD LOAD= 1697 Ibs (PER SHEARCALC)
CJSE AT BASE OF 1st FLOOR w/NO OTHER U/L FORCE: 1933 Ibs M-G
1st FLOOR SHEARWALL SEGMENT U/L= 8590 Ibs
"OTAL U/L FORCE WHERE FORCES ALIGN VERTICALLY= 10523 Ibs M-H
2nd FLOOR CORNER U/L FORCE(NET)_ ' 1933 Ibs (PER SHEARCALC)
1st FLOOR EW#2 U/L FORCE= 9086 Ibs(INCLUDES 2112 Ibs FROM 2nd FLOOR)
PROVIDE CONNECTION TO WITHSTAND U/L FORCE= 8907 Ibs (9086-2122+1933) M-E
MAIN STRUCTURE/BUMP-OUT SECTION SHEAR CONNECTIONS
M-M, M-N
SHEAR AT TOP OF 1st STORY WALL AT BUMP-OUT= 720 Ibs (FROM SHEARCALC)
10d (0 148"x 3.0")NAIL(FACE NAILED),Z= 135 Ibs
OVERALL MEMBER LENGTH= 13.75 ft 165 in
SIMPSON A34 FRAMING ANGLE,Z= 445 Ibs w/ 8 8d NAILS
No OF ANGLES= 2 (4 EA. LEG)
SHEAR AT BASE OF 1st STY WALL AT BUMP-OUT= 1676 Ibs [720 Ibs+(0.75 x 257 plf x 9.92 ft/2)]
3/8"x 12"LONG TOED LAG SCREWS,Z= 208 Ibs
No.SCREWS= 9
5 122
BARLOW ENGINEERING, PC Project: PBS-56701
6512 Six Forks Road,Suite 203-B - Project No.: 140755
Raleigh, NC 27615 ' For:0481nec2014
Telephone:919-845-1600 ,By:Dennis R. Hilton, PE
Fax:919-845-1616 Date:11-06-2014
MAIN STRUCTURE/1-STY SECTION SHEAR CONNECTIONS
_ M-O, M-P
SHEAR AT TOP OF 1st STORY WALL AT GARAGE= 1544 Ibs (FROM SHEARCALC)
SIMPSON A34 FRAMING ANGLE,Z= 445 Ibs w/ 8 8d NAILS
, No.OF ANGLES= 4 . (4 EA.LEG)
FIRST FLOOR HORIZONTAL DIAPHRAGM CONTINUITY AT OFFSET ENDWALLS
- TENSILE FORCE= 419 Ibs ' M-I
_ 3/8"x 12"LG TOED LAG SCREW,Z= 208 Ibs
No.LAG SCREWS REQ'D= 3
CEILING BEAMS
CELING�BEAM OVER 2nd FLOOR HALL: M-K
CLEAR SPAN= 7.5 ft
� UPLIFT,Wul= 17 plf(TOTAL) (SEE CALCS ABOVE)
' Wul ONE SIDE OF MATELINE= 9 plf ,
END UPLIFT REACTION = 34 Ibs '
. � 16d TOE-NAIL WITHDRAWAL CAP.= 59 Ibs
No TOE-NAILS= 1 ,
PROVIDE: 2 TOE-NAILS
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PROPS75E0 SEqND FLOOA OflAVMiG$ARE TO BE USEO � PF � SECOND ROOR ONA117NC5 ARE 70 BF USEO �
AS A CUIDE aNIY.BEAM SITE IS BASEO ON SUGGfSTfu � AS A GNDE ONI,Y.BEaN 512E IS BASED ON SIIGGE57E6
PLAN SxOWN NANUFACNR6R W4.L NQT ASSUME ANY PUN SHOWCL MANUFACNRER IIAU.NOT ASSUME ANY
LIAB�Uri OR[�Sa0N98LE FOw ALIEREO CONS'IRUCAON ' LIABWSY OR RESPON06LE fOR ALTEAEO CONSiRUCiION
Of 5£CCI�'D FLOOR lAvOUL OF SECOND FLOOR LAYOUT. ¢h
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. ,
140755 Sht 3 of 7
0481nec2014
PBS-56701
Generai Hold=downs, Connections � Special Construction
Mark Load Ibs Description Cap Ibs
NOTE: B-SW#1 and B-SW#2 are not shearwalls. However, sidewall sheathin must be fastened to
rimbands and rimbands to sill lates er Shearcalcand sill lates must be fastened to foundations
as noted below.
B-A Bum -out: first floor corner stud connection er Shearcalc
G-A Gara e: first floor corner stud connection er Shearcalc
M-A1, M-A2 Main structure: first floor and second floor corner stud connection er Shearcalc
B-B 1677 Bum -out endwall sill late to foundation connection: min. 2 1/2" diameter anchor bolts or
2 5/8" diameter anchor bolts at e ual s acin ;or connection to resist 1677 Ibs shear alon total
endwall len th at base of ortal frame 13.75 ft
M-B 19430 Main structure endwall sill late to foundation connection: 1/2" diameter anchor bolts at 17" o.c. or
5/8" diameter anchor bolts at 23" o.c.; or connection to resist 19430 Ibs shear alon total
endwall len th 27.5 ft
B-C 2471 Bum -out sidewall sill late to foundation connection: 3 1/2" diameter anchor bolts at e ual
s acin or 2 5/8" diameter anchor bolts at e ual s acin ; or connection to resist 2471 Ibs shear
alon sidewall len th 9.92 ft
G-C 7062 Gara e sidewall sill late to foundation connection: 1/2" diameter anchor bolts at 28" o.c. or
5/8" diameter anchor bolts at 42" o.c.; or connection to resist 7062 Ibs shear alon sidewall
len th 16 ft
Sht4of7
M-C 15075 Main structure sidewall sill late to foundation connection: 1/2" diameter anchor bolts at 27" o.c.
or 5/8" diameter anchor bolts at 38" o.c.; or connection to resist 15075 Ibs shear alon sidewall
len th 34.25 ft min.
- M-D 8590 Hold-down re uired to anchor end of shearwall se ment to foundation wall: connection to withstand
an u lift force of 8590 Ibs; fasten each hold-down to min. 4 studs**
B-E 2948 Bum -out first floor corner hold-down to fouridation wall: connection to withstand an u lift force
of 2948 Ibs; fasten hold-down to min. 2 studs**
M-E 8907 First floor corner hold-down to foundation wall: connection to withstand an u lift force of 8907 Ibs;
fasten hold-down to min. 4 studs**
M-F 6383 First floor corner hold-down to foundation wall: connection to withstand an u lift force of 6383 Ibs;
fasten hold-down to min. 4 studs**
M-G 1933 First floor hold-down to foundation wall directl below 2nd floor hold-down: connection to withstand
an u lift force of 1933 Ibs; fasten hold-down to min. 2 studs**
M-H 10523 Hold-down re uired to anchor end of shearwall se ment to foundation wall: connection to withstand
an u lift force of 10523 Ibs; fasten each hold-down to min. 4 studs**
M-I 419 First floor horizontal dia hra m continui : rovide min. 3 3/8" diameter x 12" lon toed la screws
- at 8" o.c. as near as ossible to corner of offset endwalls; or connection to withstand a
tensile force of 419 Ibs �
M-J 1933 Second floor corner or near corner hold-down: 2 1.5" x 20 a. stra s w/ 8 8d nails each end 2365
of each stra ; or connection to withstand an u lift force of 1933 Ibs; fasten hi h end of stra to
2nd floor studs and low end to 1 st floor studs; rovide min. 2 studs** each hold-down
Sht5of7
G-K Ceilin beam each side of mateline over Gara e is to be desi ned b others for ravit loads;
er truss interaction calculations, there is no u lift alon the matin line
M-K 9 If Ceilin beam each side of mateline over 2nd floor Hall is to be desi ned b others for a net
34 u lift force of 9 If; anchor each end of each beam to to of wall framin w/ min. 2 16d toe-nails,
or connection to withstand an u lift force of 34 Ibs
M-L Desi nated area of offset floor is to have s ecial fastenin er Shearcalc
M-M 1676 S ecial shear transfer connection between 1 st floor rimbands at mateline: 9 3/8" x 12" lon 1872
toed la screws at e ual s acin over 13.75 ft; or connection to withstand a shear force alon
mateline of 1676 Ibs
M-N 720 S ecial shear transfer connection between 1 st floor ceilin band and ad'acent truss bottom chord 890
see also detail below, similar : min. 2 Sim son A34 framin an les or e ual w/ 4 8d nails
each le ; s ace an les e uall over 13.75 ft; or connection to withstand a shear force alon
mateline of 720 Ibs
M-O 1544 S ecial shear transfer connection between 1 st floor ceilin band and ad'acent truss bottom chord 1788
that serves as offset floor 'oist see also detail below ; min. 4 Sim son A34 framin an les
or e ual w/ 4 8d nails each le ; s ace an les e uall over 15 ft; or connection to withstand
a shear force alon offset floor line of 1544 Ibs
M-P 1544 S ecial shear transfer connection between 1 st floor ceilin band and ad'acent truss bottom chord 1788
that serves as offset floor 'oist see also detail below ; min. 4 Sim son A34 framin an les
or e ual w/ 4 8d nails each le ; s ace an les e uall over 10.75 ft; or connection to withstand
a shear force alon offset floor line of 1544 Ibs
M-Q Provide double ceilin 'oist** directl below floor rimband of 2nd sto modular unit; fasten rimband
to double ceilin 'oist er shear connection re uirements of Shearcalc
B-PF Bum -out ortal frame: see Portal Frame calculations for member sizes, connections
� and hold-downs
Sht 6 of 7
G-PF Gara e ortal frame: see Portal Frame calculations for member sizes, connections and hold-downs
SS1 Shearwall se ment; se ment len th = 9.57' .
SS2 Shearwall se ment; se ment len th = 2.85'
** NOTE: Fasten each ply of multiple framing members together with (2) rows of 10d nails at 4" o.c.
F �
140755 SPECIAL SHEAR CONNECTION DETAIL-TRUSS CHORD TO RIMBAND AT OFFSET FLOOR LEVEL Sht 7 of 7
0481 nec2014 (SCHEMATIC ONLY-NOT TO SCALE)
PBS-56701
. MAIN STRUCTURE GARAGE OR FUT RE
. BATH/STORAGE
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. ROOF TRUSS WEB MEMBER(BEYOND) �
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. SIMPSON A34 FRAMING ANGLES(OR EQUAL)w/(4)8d NAILS EACH LEG ,
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. DOUBLE CEILING JOIST AT M-O �
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. FIRST FLOOR CEILING BAND at M- � ;
' ' VERTICALLY OFFSET
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. � 2nd FL.00R t M-O AND M-P
, . ,.. .� . �,.
. 9'-0"CEILING HEIGHT
. TRUSS BOTfOM CHORD(MIN.2x8)
. 8'-6"CEILING HEIGHT
STRUCTURAL LUMBER PROFESSIONAL BUILDING SYSTEMS, INC. � �
' INTERACTION CALCULATIONS ,
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13._9, �3._9..
Z�•_6- . 30 psf GSL
BALANCED SNOW LOAD: *18.84 psf
UNBALANCED SNOW LOAD: 51.42 psf
TRUSS NO.: TR12-27-6 OPPOSITE SIDE UNB.SNOW LOAD: 5.65 psf
JOB NO.: 140755 UNBALANCED SNOW LOAD LENGTH: 4.68 ft
PITCH: 12/12 TC DL: 10 psf
SPAN: 27'-6" BC DL: 10 psf
TRUSS CENTERS: 16" BC LL: 10 psf W HERE h<42"
BC LL: 20 psf W HERE h?42"
BC LL: 40 psf BETWEEN KNEEWALLS
MEMBER INFORMATION: UPLIFT: 41.7 psf AT 120 mph PER ASCE 7-05
SIZE& *20 psf MINIMUM USED
MEMBER SPECIES
1-8 2 x 10 SPF#2 MAXIMUM SUPPORT REACTIONS(Ibsl:
9-12&15-18 2x8SPF#2 DL+LL+ DL+
13&14 2 x 4 SPF#2 DEAD 30 psf 120 mph
19-22 2 x 4 SPF#2 LOAD SNOW UPLIFT
23 2 x 6 SPF#2 EXTERIOR WALL 460 1142 -491
MATING WALL 156 516 0
NOTES: 1.MATING WALL LOADS ARE TOTAL FOR BOTH SIDES. MAXIMUM INTERACTION$DEFLECTION:
2.W IND PER ASCE 7-05,120 mph,EXP.C,CB�C PRESSURES. MAXIMUM
3.SNOW PER ASCE 7-05,30 psf GSL,Ct=1.1, MAXIMUM DEFLECTION
Ce=1.0,DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) t�
4.WIND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES. BOTTOM CHORD 0.546 0.2 848
w
WIND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORD 0.611 0.702 342
—' w/MWFRS PRESSURES. WEB 0.144 0.00 ****'
P�2014\140755\TRUSSESIINTER-TR12-27-6
4, �
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STRUCTURAL LUMBER PROFESSIONAL BUILDING SYSTEMS, INC.
INTERACTION CALCULATIONS
3._�0�.. 13 14
is'—io�- � 1112 1516
tt'—s�" 23
i i._4�
4._8„
10 17
20 2�
9 19 2 18
I I 1 2 3 4 5 6 7 8
9._9� I 4�_�.�4�_Q. I 9�_9„ O O O
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13'_9'• t- 13•_9"
�- Z�•-6�•
30 psf GROUND SNOW
BALANCED SNOW LOAD: 23.1 psf
UNBALANCED SNOW LOAD: 45.82 psf
TRUSS NO.:TR7-27-6 OPPOSITE SIDE UNB.SNOW LOAD: 6.93 psf
JOB NO.: 140755 UNBALANCED SNOW LOAD LENGTH: 5.8 ft
PITCH:7/12 TC DL: 10 psf
SPAN:27'-6" BC DL: 10 psf
TRUSS CENTERS: 16" BC LL: 20 psf(BETWEEN KNEEWALLS)
BC LL: 10 psf W HERE h<42"
BC LL: 20 psf W HERE h>=42"
MEMBER INFORMATION: UPLIFT: 42.37 psf AT 120 mph PER ASCE 7-05
SIZE 8
MEMBER SPECIES MAXIMUM SUPPORT REACTIONS flbsl:
1-8 2x10SPF#2 DL+LL+ DL+
9-12815-18 2x8SPF#2 DEAD 30psf 120mph
13 8 14 2 x 4 SPF#2 LOAD SNOW UPLIFT
19-22 2 x 4 SPF#2 EXTERIOR W ALL 439 966 -512
23 2 x 6 SPF#2 MATING WALL 118 294 -22
NOTES: 1•MATING WALL LOADS ARE TOTAL FOR BOTH SIDES. MAXIMUM INTERACTION 8 DEFLECTION•
2 WIND PER ASCE 7-05,120 mph,EXP.C,C&C PRESSURES. MAXIMUM
3.SNOW PER ASCE 7-05,30 psf GSL,Ct=1 1, MAXIMUM DEFLECTION
DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) i�
4.WIND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES. BOTTOM CHORD 0.439 0 127 1375
W IND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORD 0.296 0.161 1256
w/MWFRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). WEB 0.086 0.00 **"'
w
N
P 12014N407551TRUSSES\INTER-TR7-27-6
STRUCTURAL LUMBER PROFESSIONAL BUILDING SYSTEMS, INC.
IiVTERACTION CALCULATIONS
Z,_�g„
1 3
9•_ii�� ��11
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22 1415
3'-ii�, 9 16
19 20
8 18 21 ��
1 2 3 4 5 6 7
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5�-4�„ 5,_��� 5,_4�"
�5—9 30 psf GSL
TRUSS NO.:SW9-15-9 BALANCED SNOW LOAD: 23.1 psf
JOB NO.: 140755 UNBALANCED SNOW LOAD: 48.86 psf
PITCH:9/12 OPPOSITE SIDE UNB.SNOW LOAD: 6.93 psf
SPAN: 15'-9" UNBALANCED SNOW LOAD LENGTH: 5.12 ft
TRUSS CENTERS: 16" TC DL: 10 psf
BC DL: 10 psf
BC LL: 20 psf WHERE h?42"
BC LL: 10 psf WHERE h<42"
UPLIFT: 42.1 psf AT 120 mph PER ASCE 7-05
MEMBER INFORMATION:
SIZE&
MEMBER SPECIES MAXIMUM SUPPORT REACTIONS flbsl:
1-7 2x10SPF#2 DL+LL+ DL+
8-11&14-17 2 x 6 SPF#2 DEAD 30 psf 120 mph
12 8 13 2 x 4 SPF#2 LOAD SNOW UPLIFT
18-21 2 x 4 SPF#2 EXTERIOR WALL 299 722 -299
22 2 x 4 SPF#2
MAXIMUM INTERACTION 8�DEFLECTION:
NOTES: 1.WIND PER ASCE 7-05,120 mph,EXP.C,C&C PRESSURES. MAXIMUM
2.SNOW PER ASCE 7-05,30 psf GSL,Ct=1.1, MAXIMUM DEFLECTION
Ce=1.0,DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (m) l�
3.WIND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES. BOTTOM CHORD 0.184 0 029 7043
WIND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORD 0 145 0 033 3868
w/MWFRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). WEB 0 062 0 00 '•'*'
w
w
P�2074\1407551TRUSSES\INTER-SW9-1b9
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� PROFESSIONAL BUII.DING SYSTEMS
Seetion 4
PORTAL FRAME CALCULATIONS
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-1 17k
-1 SX9 25FS
i
I N N N N N N
P7 M f`� f`� M P7
3-2X10 3-2X10 3-2X10
i
Loads BLC 4,DEAD ONLY
Solution Envelope
BARLOW ENGINEERING SK- 1
PKY PORTAL FRAME AT GARAGE Nov 10, 2014 at 12:43 PM
140755 MEMBER SHAPE pf.R2D
135
r
+ Company : BARLOW ENGINEERING Nov 10,2014
Designer : PKY 12:45 PM
Job Number : 140755 PORTAL FRAME AT GARAGE Checked By
Wood Desian Paramefers
Label Sha e Len t..Le-out ft Le-in ft le-bend...le-bend...K-out K-in CV Cr Out s...ln sw...
1 M1 3-1.5X9.25FS 23.625 Segment Segment
2 M2 3-2X6 8.25 �
3 M3 3-2X6 8.25 0
4 M4 3-2X6 825 t�
5 M5 3-2X6 8.25 0
6 M6 3-2X6 8.25 0
7 M7 3-2X6 8.25 0
8 M8 3-2X1(? 1.4'17
9 M9 3-2X10 1.542
1d M10 3-2X10 '1.497
Joint Loads and Enforced Displacements (BLC 1 : GRAVITY LOAD)
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/f...
1 N 13 L Y -3.87
Joint Loads and Enforced Disalacements (BLC 2 : WIND�
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/f
1 N 1 L X 1.544
Joint Loads and Enforced Disalacements (BLC 3 : WIND -Xl
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/f...
1 N6 L X -1.544
Joint Loads and Enforced Disa/acements fBLC 4 : DEAD ONL1�
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/f..
1 N13 L Y -1.17
Member Disfributed Loads
Member Label Direction Start Ma nitud...End Ma nitude Start Location f..Fnd Location ft...
No Data to Print...
Basic Load Cases
BLC Descri tion Cate o X Gravit Y Gravit Joint Point Distributed
1 GRAVITY LOAD None 1
2 . Wt1VD X None 1
3 WIND-X None 1
AD Q L o
Load Combinations
Descri tion Sol... PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 D+L Yes Y 1 1
2 �+W Yes Y 2 1 � 1
3 0.6D +W Yes Y 2 1 4 .6
4 D-W Yes.. 3 1 �4 1
5 0.6D-W Yes Y 3 1 4 .6
6 D�-L+W Yes Y Z .75 1 .75
7 D+L-W Yes Y 3 .75 1 .75
RISA-2D Version 11.0.0 [C:\RISA\pf.R2D] Psge 7
9
Company : BARLOW ENGINEERING Nov 10,2014 �
Designer : PKY 12:45 PM
Job Number : 140755 PORTAL FRAME AT GARAGE Checked By:
EnveloQe Member Section Forces
Member Sec Axial k LC Shear k LC Moment k-ft LC
1 M1 1 max 1.42 2 .283 3 0 3
2 min .016 1 -.432 7 d 4
3 2 max 1.117 2 .183 7 -.01 5
4 min .16 1 -.093 3 -.152 2
5 3 max .774 3 .696 2 .385 1
6 , min -.�t?5 1 -.694 5 .11 3
7 4 max 1.042 5 .134 4 .084 6
8 min -.119 1 -.103 3 -A89 4 `
9 5 max 1.412 5 .315 3 0 4
10 min -.013 'I -.353 4 0 3
11 M2 1 max .121 3 .008 2 0 1
12 min -287 7 .001 5 0 1
13 2 max .381 5 .005 3 .001 5
min -.432 2 -.006 4 -.004 2
15 3 max 1.065 4 .005 3 .013 5
16 min -1.013 ` 3 -.006 4 -.094 2
17 4 max 1.753 4 .006 3 .025 4
18 min -1.6 3 -.006 4 ` -.025 3
19 5 max 2.128 4 .025 4 0 1
20 min -1.9'1 3 -.025 3 (3 1
21 M3 1 max .552 4 .005 7 0 1
22 min -.252 3 -.007 3 0 1
23 2 max .445 2 .012 3 .003 5
24 min -.222 5 -,006 4 -.006 Z
25 3 max 1.019 2 .005 3 .013 5
26 min -.855 5 -.005 4 -A'14 2
27 4 max 1.601 3 .006 3 .025 4
28 min -1.496 4 -.d06 4 -.02� 3
29 5 max 1.928 3 .026 4 0 1
30 min -1.84 4 -.025 3 0 1
31 M4 1 max 3.185 1 .004 5 0 1
32 min .048 5 -.018 1 � 1
33 2 max 2.929 1 .006 2 .019 1
34 min .715 5 -.008 5 .003 5
35 3 max 2.579 1 .006 2 .019 7
36 � � min -.424 3 -.005 5 -.008 ` 3
37 4 max 2.788 7 .007 2 .026 4
38 min -1.207 3 -.006 5 -A21 3
39 5 max 2.976 7 .024 4 0 1
40 in -1.606 3 -.023 3 {� 1
41 M5 1 max .65 4 -.002 5 0 1
42 rtiin -.517 3 -.021 6 0 1
43 2 max .39 6 .007 3 .021 1
44 min .255 � -.005 5 .OD4 5
45 3 max 1.19 6 .006 2 .019 7
46 min -.73$ 5 -.OD5 5 -.008 3
47 4 max 2.035 2 .007 2 .026 4
48 min -1.399 b -.006 5 -.021 3
49 5 max 2.496 2 .027 4 0 1
50 min -1.738 5 -.022. 3 0 1
51 M6 1 max .388 2 .008 5 0 1
52 min -.399 7 -.002 2 fJ 1
53 2 max .409 4 .005 3 .005 4
54 min -.244 3 -.013 4 -.003 3
55 3 max 1.095 4 .005 3 .015 4
�6 ' min -.89 3 -.005 4 -.092 ° 3
RISA-2D Version 11.0.0 [C:\RISA1pf.R2D] P?ge 8
�
� Company : BARLOW ENGINEERING Nov 10,2014
Designer : PKY 12.45 PM
Job Number : 140755 PORTAL FRAME AT GARAGE Checked By:
Envelope Member Secfion Forces (Confinued)
Member Sec Axial k LC Shear k LC Moment k-ft LC
57 4 max 1.782 4 .005 3 .027 4
58 min -1.378 3 -A06 . 4 -.023 3
59 5 max 2.156 4 .028 4 0 1
60 min -1.675 3 -.023. 3 D 1
61 M7 1 max .19 7 0 1 0 1
62 min -.177 2 -.007 4 � 1
63 2 max .374 3 .005 3 .003 4
64 min -.444 4 -.006 4 -.002 6
65 3 max .956 3 .005 3 .015 4
66 min -1.102 4 -.006 4 -.012 3
67 4 max 1.54 3 .005 3 .027 4
68 min -1.762 4 -A06 4 -.022 �
69 5 max 1857 3 .028 4 0 1
7d min -2.109 4 -.023 3 0 1 .
71 M8 1 max .161 4 .068 4 0 4
72 min -.14 3 -.039 3 0 3
73 2 max .161 4 .064 4 .014 3
74 min -.14 3 A17 � 1 -.023 4
75 3 max -.017 1 .044 3 0 6
76 min -.054 4 -.05 4 -.01 ` 4
77 4 max .14 3 -.012 1 .011 7
78 min -.16 4 -.(354 4 -.0'18 2
79 5 max .14 3 .031 7 0 2
80 min -.16 4 -.454 2 0 7
81 M9 1 max .173 5 .195 1 0 1
82 min -.218 2 -.0 3 3 0 3
83 2 max .173 5 .195 1 .002 3
84 min -.218 2 .063 3 -.075 1
85 3 max -027 7 .073 6 -.022 3
86 min -A79 6 -.086 7 -A94 1
87 4 max .224 6 -066 5 .003 5
88 min -.17 5 -.977 1 -.068 1
89 5 max .224 6 .006 5 0 1
90 min -.17 5 -.177 1 0 �
91 M10 1 max .159 4 .057 4 0 4
92 min -.136 3 -.026 3 0 6
93 2 max .159 4 .054 4 01 3
94 ' min -.136 3 -.044 7 -.Q2 - 4
95 3 max .047 7 .043 3 .003 7
96 min -A53 4 -.d49 4 -.008 2
97 4 max .137 3 .048 7 .017 7
98 min -.158 4 -.Q55 2 -.02 2
99 5 max .137 3 .048 7 0 2
100 min -.158 4 -.059 2 0 7
Enve/o�e l�iember Section Deflections
Member Sec x in LC in LC L/ Ratio LC
1 M1 1 max .029 3 .002 3 NC 3
2 min -A29 4 -.003 4 NC 4
3 2 max .028 3 -.002 5 NC 5
4 min -.03 4 -.Q09 1 I�C 1
5 3 max .027 3 0 5 NC 5
6 min -.03 4 -A04 1 NC 1
7 4 max .027 3 .002 6 NC 6
8 min -.031 4 -.002 4 NC 4
9 5 max .026 3 .003 4 NC 4
RISA-2D Version 11.0 0 [C:\RISA\pf.R2D] Page 9
138
*
Company : BARLOW ENGINEERING Nov 10,2014 �
Designer : PKY 12:45 PM
Job Number 140755 PORTAL FRAME AT GARAGE Checked By:
Envelope il/lember Section Deflections (Continued)
Member Sec x in LC in LC U Ratio LC
'1Q min -.032 4 -.002 3 �!C 3
11 M2 1 max .003 4 .029 3 3423.806 3
12 rnin -.002 3 -.029 4 3369.336 4
13 2 max .003 4 .02 3 5066.898 3
14 min -.Ofl2 3 -.02 4 4858.322 � 4
15 3 max .002 4 .011 3 9078.333 3
16 min -.002 3 -.012 4 85�8.732 4
17 4 max .001 4 .004 3 NC 3
�8 min -.001 3 -.004 4 NC 4
19 5 max 0 1 0 1 NC 1
2Q min 0 1 0 1 � NC 1
21 M3 1 max .003 2 .029 3 3454.583 3
22 min -.002 5 -A29 4 3356.095 4
23 2 max .003 2 .02 3 5060.178 3
24 min -.002 5 -.02 4 4859.v22 4
25 3 max .002 2 .011 3 9080.45 3
26 min -.002 5 -.012 4 8571.81 4
27 4 max .001 3 .004 3 NC 3
28 min -.001 4 -.004 4 NC 4 -
29 5 max 0 1 0 1 fVC 1
30 min 0 1 0 1 NC 1
31 M4 1 max .007 1 .027 3 3647.51 3
32 min 0 3 -.03 4 3277.107 4
33 2 max .006 7 .019 3 5099.242 3
34 min -.001 3 -.02 4 4832.997 4
35 3 max .004 7 .011 2 8644.719 2
36 min -.001 3 -.091 5 8678.164 5
37 4 max .002 7 .005 2 NC 2
38 min -.001 3 -.004 5 NC 5
39 5 max 0 1 0 1 NC 1
40 min 0 1 0 1 NC 1
41 M5 1 max .003 6 .027 3 3668.739 3
42 min -.002 5 -.03 4 3260.284 4
43 2 max .003 2 .019 3 5083.782 3
44 min -.002 5 -.02 4 4854.349 4
45 3 max .003 2 .012 2 8579.636 2
A�6 min -.002 b -.011 5 8797.924 �
47 4 max .002 2 .005 2 NC 2
48 � min �-.001 5 -.004 5 NC 5
49 5 max 0 1 0 1 NC 1
50 min 0 1 0 1 NC 1
51 M6 1 max .003 4 .026 3 3753.112 3
52 min -.002 3 -.032 4 31'13.412 4
53 2 max .003 4 .018 3 5478.686 3
54 min -.002 3 -.022 4 . ' 4546.873 4
55 3 max .002 4 .01 3 9738.744 3
�5 min -A 2 3 -. 12 4 8130.577 4
57 4 max .001 4 .004 3 NC 3
58 ' min -A09 3 -.005 4 NC 4
59 5 max 0 1 0 1 NC 1
60 min 0 1 0 1 NC 1
61 M7 1 max .002 3 .026 3 3758.772 3
62 min -.003 9� -.032 4 3088.899 4
63 2 max .002 3 .018 3 5477.884 3
64 min -.003 4 �-.022 4 4552.652 4
65 3 max .002 3 .01 3 9727.927 3
66 min -.002 4 -.012 4 8129.198 4
RISA-2D Version 11.0.0 [C:\RISA\pf.R2D] Pa�e 10
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v Company : BARLOW ENGINEERING Nov 10,2014
Designer : PKY 12:45 PM
Job Number • 140755 PORTAL FRAME AT GARAGE Checked By:
�nvelope Mer►�ber Section Deflections (Confinued)
Member Sec x in LC in LC U Ratio LC
67 4 max .001 3 .004 3 NC 3
68 min -.Ofl1 4 -.fl05 4 NC 4
69 5 max 0 1 0 1 NC 1
70 min Q 1 0 1 NC 1
71 M8 1 max 0 1 0 1 NC 1
72 min � 1 0 1 i�C 1
73 2 max 0 3 0 3 NC 3
��. �,�� a � � � �c �.
75 3 max 0 3 0 6 IVC 6
76 min 0 4 D 4 NC 4
77 4 max 0 3 0 7 NC 7
78 mi�t f� 4 0 2 �IC 2
79 5 max 0 1 0 1 NC 1
8Q min 1� 1 0 1 NC 1 -
81 M9 1 max 0 1 0 1 NC 1
82 min (} '� 0 1 NC 1
83 2 max 0 2 0 3 NC 3
84 min II 5 b 1 �VC 1
85 3 max 0 2 0 3 NC 3
86 min 0 � t3 1 NC 1
87 4 max 0 6 0 5 NC 5
88 min 0 5 0 'I NC 'I
89 5 max 0 1 0 1 NC 1
9i1 min 0 1 a 1 NC 1
91 M10 1 max 0 1 0 1 NC 1
92 min 0 1 D 1 NC 1
93 2 max 0 3 0 6 NC 6
94 mirt 0 (} 4 NC 4
95 3 max 0 3 0 7 NC 7
96 min t� 4 4 2 NC Z
97 4 max 0 3 0 7 NC 7
98 mir� 0 4 {� 2 NC 2
99 5 max 0 1 0 1 NC 1
1 aa rnin � 1 (} 'I NC 1
Envelove I�//ood Code Checks
Member Sha e Code Check Loc ft LC Shear . Loc ft LC Fc'...Ft' .Fb'.. Fv'ksi E n
1 M 1 3-1.5X9.2. .049 10.582 1 .473 10.828 1 .7731.9 2.8. .285 3 9.
2 M2 3-2X6 .fl91 7.2�� 3 .OU7 7.219 4 9.U.. 53S2.0.. .216 3.9..
3 M3 3-2X6 .088 7•219 4 .007 7.219 4 1.0. 9362.0 ,21g 39.
�4 M4 3�2?C� .145 {� 1 .0{l8 {3 1 .88 .5s�1.3.. .9 35 �.6..
5 M5 3-2X6 .095 8.25 2 .009 0 1 1.0 .9362.0. ,2�g 3.6.
6 3-�3C6 .U$ 8.2� 4 .00$ 7.219 4 1.4.. 836 .0.. .216 3.8..
7 M7 3-2X6 .100 �•z�9 4 .008 7.219 4 1.0..9362.0 .2�g 39.
8 IVlB 3 2X1(3 .Q06 .354 3 .fl91 {? 4 9.0 .7921.5.. .216 3.9..
9 M9 3-2X10 .020 .771 1 .052 O 1 .683 495.962 .135 3�9�
10 M9� 3-2X'IQ .�07 1.463 5 .fl9U 'i.417 2 1.09.7921:�.. .2�6 3.9..
Envelone Joint l�eactions
Joint X k LC Y k LC Moment k-ft LC
1 N7 max .262 4 2.538 4 0 1
2 mi -.226 3 225'� 3 t� 7
3 N8 max .25 4 2.28 3 0 1
4 min -226 3 -2,18 4 � 1
5 N9 max .293 5 3.476 7 0 1
RISA-2D Version 11.0.0 [C:IRISA\pf.R2D] Pa�e 11
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Company : BARLOW ENGINEERING Nov 10,2014
Designer : PKY 12:45 PM
Job Number : 140755 PORTAL FRAME AT GARAGE Checked By:
Envelope Joint Reactions (Cont6nued)
Joint X k LC Y k LC Moment k-ft LC
6 min -.318 2 -'1.942 3 Q 1
7 N10 max .261 5 3.039 2 0 1
8 min -.386 6 -�.��3 5 U 1
9 N 11 max .256 4 2.556 4 0 1
�1 a min -215 3 -1.981 3 a 'I
11 N 12 max .255 4 2.205 3 0 1
12 min -,222 3 -2.486 4 Q 9
13 Totals: max 1.544 4 3.87 1
14 min -1.544 3 1.1�1� 5
RISA-2D Version 11.0.0 [C:\RISA\pf.R2D] Pa�e 12
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CONNECTIONS•
PLAN NO_P8556701
JOB NO_140]55
IACATON GARAGE
SPAN P4-0'
PLATE 7H6'SHEATHINOONBDTHSIDES
CENNG RIM BAND(3)1 5'X 91S LVL
ENO SNOS(3)2X8 SPF
INNFASNOS(3)7%65PF
SH IN MES EOG
MAXIMUMSMEARFORCEALONGPANELEDGE 2T7pH(1544@sI5583ft)
2PpH ' = 7385pM/SIOE
2 SIOES
CHECK 7f16 SNEATHING CAPACITY PER SOPWS 33fi pH(Btl COMMON NAILS�6'0 C) OJC
SXEAiHBOiMIX7ER10RA�INiER10R5mEOFPORTALFRAMEWiTM7HT OSBSXFA7MINGWIBECOMMONNAILS(�2'OC PANEImGE(BLALI�O)
USE Bd COMMON NAILS AT 61n O G PANEL F�ID •
5 I ECTION
MAXIMUMSHEARFORCEALONGHEAOER 277pM(15641bsl55B3R)
CHECK7HCSHEATHINGSHEARCAPACRVPEHAPA 3768p11(7651Es/N[18x12Wft) O,K
CHECK p Bd CAMMON NAILS RE�l11Rm FOR SHEATHING CONNECTION
Btl COMMON NAILS Z= 119 Ibs
M OF Bd COMMON NNLSS PER F00T= V 277 pH=
Z c 1191bs(NAIL
#OFBECAMMONNAILSPERFOOT. 3 NAILS/FOOT
OVERI•LL BE COMMON NAILS SPACWG a q •O C (72!3 NAILS!FOOT)
ROWSOFNAIL= 2 ROW(5)
Bd COMMDN NAILS SPACING WITHIN EACH ROW= 8 'O C
I15E ONLV 7H6'E%TERIOR SHEATHING LONNECTION NATH P ROW(5)OF BA COMNON NAILS AT 8'O C
OR GONNEGTON TO WITNSTAND A SHEAR FORCE OP 7/7 pH
SNEA ING OOR RIMBAND LONNECTIO
MA%IMUMSNEARFORCEALONGRIMBAND 27lplf(iSldlbs/5583R)
CHECK7/i6'SHEATHINGSHEFRCAPACfTYPERAPA 3168pR(1651bs/Inz18x12iMt) O.K.
CHECK#Btl CAMMON NAILS RE�l11RED FOR SHEATHING CONNECTION
BCCOMMONNAILS Z= 7791bs
pOFBtlCAMMONNAILSSPERF00T= V - 277pM=
Z 77916sINAIL
#OF Btl COMMON NAILS PER F00T= 3 NAILS!FOOT
OVERALL Bd COMMON NAILS SPACING= 4 'O C (12/3 NAIL5/FOOn
ROWSOFNAIL= 2 ROW(S)
BtlCAMMONNARSSPACWGWIiHINEACHROW= e 'OC
USE ONLYTItCE]fiFIt�00.5NEAlHINGCONNEC110NNATN2ROW(5)OFBECONMONNAILSATB'OC
OR CONNECTION TO WRHSTAIID A SHFAR FORCE OF 277 pH
0 o so
TENSION LAAD 577 ms NumEero15W6s 3 stuEs
CHECKSTRAP SIMPSONC516COILEDSiRAP 2= 1]OSlls
NUMBEROFSiRAPS = 1 straps
CHECKHOLOONM (7)SIMPSONC518COILE�STRpP Z^ 77051bs 577ms
OK
CHECKFASTENERS FASTIIJFRS PERTABLE 22 10dNAILS
FASTQJERS REOUIRED 7 70tl NAILS
USE (i)SIMPSON C576 LORFD STRAP W/(�10d NALLS(TOTAL�EACM STRAP)
OR CONNECTON TO H7iH5TAND 57T LB57ENSION.
142
s
.�
OVf80ARDFRAMESTOWUNDA710N N510
TENSIONLOAD 44B61hs NumDerotStlds 3 stutls
CONNECTION TO BE DESIGNED 9Y FOUlIDAITON ENGI�ca
CONNEGTION TO WITHSTAND 7E86 LBS TENSION(TYP OF 6 LOCATIONS)
IISS C O T O M AND
LATERALLOAD 15471bs
CHECKPLATE SIMPSONLTP4 2= 5751hs
SIMPSONLTPE o i5d41bs / 5l5 IbsIPLATE= 2fi9 STRAP
CHECKSPACING SIMPSONLTPd
SIMPSONLTPE o 75C61Cs / 575 @sIPLATE= 071 PLATEPERFOOT
70T25 'O C
USE 3 SINPSONLTP4ALONGGARAGEENDWALL3]
ORUSE (1)SIMPSONLTP4@ 707'OGSPAQNGALONGTHEGAHAGEENOWALLp3
OR CONNECTION TO WITXSTANO fi5 OM HORIZONfILL REHCTION
51 OV 0 ON
CONNECTION TO BE DFSIGN BY FOUNDATION ENG Wcca
OR CONNECTIDN TO WIiN5TAN0 fi5 pH XORIZONTAL RFACTION
143
�
PORTAL FRAME CONNECTION SUMMARY
SF�AT!@lG TO FRAMES�mG� SI�ATN BDTH EXTERIOR AND INfER10R SIDE OF PORT/LL FRANE WRN 7H6'QSB SXEATMNG W/ed COMMDN NA65�S O C PAlIELL mGE�BIACI�D)
USEBdCOMMONNAILSAT61nOC PANELF�tn
SXFATY@IGTOF�ADERITOPPIATELONNECTOH USE OtLLY7HCEXTER10R5l�ATMNGC0IUlEGTIONYRfNYROW(S)OGBtlCOMMONNAILSATe'OC
OR COIUlECTION TO WITILS7AlID A Sf�M FORCE OF 377 pM
SHEATHING TO FLOOR RIMBAND CONNECTION USE ONLV 7H6'FJRERIOR SHEA7HING CONNECTION N7fH]ROW(5)OF ed COMMON WULS AT 8"O C
OR GOWlECTION TO WITHSTAtm A SI�J R FORCE OF Z77 pM
OUfBOARDFRAME5T01¢ADER�TENSIOl� IlSE (7)SIMPSONCSI6COIIF�SfRAPW/mfOdNA1L5(TOTAL�EACXSTRAP)
OR CONNECTION To WfiHSTAld1577 LBS 7ENSION.
OUTBOARD FRAMES TO f-0lllIDATiON(TEN510l� COtU�ECTION TO BE DESIGNFD BY f-0UlIDMON ENGINEER
COlQ1ECTION TO WIfNSTANO 2C86185 TElLSION(TYP.OF 6 LOCATIONS)
TRIISSBOTTOMCHORO70TOPPLATETOFffAOERIFLOORRIMBANUTO5ILLPLATE�LAiERAL) �SE J SIMPSONLTPdALONGGAqAGEElIDWALLf2
OR USE (7)SINPSON LTP4�707'O C SPACING ALONG THE GARAGE ENOWALL�
OR CONt�CTION TOYVITHSTANO fi5 pM HORRONfAL HEACTION
SILL RATE TO FOUNUATION(LATEHAL) COIUIECTON TO BE UESIGN BY FOIIlIDATION ENGINEER
OR LOlAIECiION TOYl7TH5TAND 65 pM HORQONiAL REACTION
TP.USS 30TTDM GHORD !
7pr� PLATE l HEADE4
SHEAR l.C7NNECIILIN � Pp:NT t,O�D FRDM
"� kATING LINE
SN£A7HING TD
HEAOER C�h1NEC7I04 ^ck)tl TRUii b�iTpp�pp@p I
' (9)2�'%927'LVL(f1.4D tt�7^.6lED AS RE�tliREA,Ntl SPUCCllJ !
( � { � I
( i � � i
�� ' I
I �� y� ,_ W �
SHEA7HIlJG TO �!� ` � �� y,
�t�aR RIN B�ARII ' � , �� o �
cor�NEcno^r ��� i �� �� � �
i"�o�R aaND TU ���' f e,, u 3 �
SI�L PLAiE € ' 3 �
COI�NECTIpN I I �
QUTBOaR� fP.Atn�' �a -a r-ir• � �-� �-io�
TO FDUNDaT70Y {��
H�LD�wiVS, TYP. a�-o ,
<iOTAL OF 6)
��
A
.r'
�X
72k 3-2X10
X X X X
N N N N
N N N N
3-2X10
Loads BLC 1,WIND
Solution Envelope
BARLOW ENGINEERING SK-2
PKY PORTAL FRAME AT BREAKFAST NOOK BUMPOUT Nov 10, 2014 at 1:51 PM
140755 MEMBER SHAPE pf BUMPOUT R2D
145
.
� Company • BARLOW ENGINEERING Nov 10,2014
Designer : PKY 1:51 PM
Job Number : 140755 PORTAL FRAME AT BREAKFAST NOOK BUMPOUT Checked By:
Wood Desic�n Parameters
Label Sha e Len t...Le-out ft Le-in ft le-bend...le-bend. K-out K-in CV Cr Out s..In sw..
1 M1 3-2X10 13.5
2 M2-. 2-2X6 $.25
3 M3 2-2X6 8.25
4 M4 _ 2-2X6 ` 8.25
5 M5 2-2X6 8.25
6 M6 3-2X10 13.6 ' �
Joint Loads and Enforced Disalacemenfs (BLC 1 : WIND)
Joint Label L D M Direction Ma rntude k k-ft in rad k*s^2/f...
1 N 1 L X .72
Member Distributed Loads
Member Label Direction Start Ma nitud...End Ma nitude..Start Location f..End Location ft...
No Data to Print...
Basic Load Cases
BLC Descri tion Cate o X Gravit Y Gravi Joint Point Distnbuted
1 WIND None 1
2 DEAD None -'t
Load Combinations
Descri tion Sol.. PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor
1 D+W Yes Y 1 1 2 1
2 fl.6DtW Yes Y 1 1 . 2 .6
EnveloAe Member Secfion Forces
Member Sec Axial k LC Shear k LC Moment k-ft LC
1 M1 1 max .652 1 .358 2 0 1
2 min .651 . 2. .351 • 1 0 2
3 2 max .413 1 -.19 1 -.752 1
4 °� min .392 2 -.203 2 -.7�4 2 :
5 3 max .413 1 -.224 2 -.033 2
6 min .392 2 . -.224 1 -:d54 1
7 4 max .413 1 -.244 2 .759 1
8 min .392 2 -,25 9 .7�7 2�
9 5 max .028 1 .379 1 0 1
10 min .027 2 .371 2 _ 0 2
11 M2 1 max .296 2 001 1 0 1
12 min 293 1 .001 2 Q 1
13 2 max .247 1 -.004 2 .003 2
14 min .239 2 -.004 1 .003 1 '
15 3 max -.146 1 .001 2 0 1
16 min -.188 2 A01 . 1 0 2
17 4 max -.395 1 -.003 1 -.003 1
18 min -.462 2 -,003 2 -.fl03 2
19 5 max -.447 1 0 1 0 1
2Q min -.527 2 0 2 Cl 1
21 M3 1 max -.719 1 -.006 1 0 1
22 min -.75 2 -.Od6 2 0 1
RISA-2D Version 11.0.0 [P:�2014\140755\Portal frame\pf BUMPOUT.R2D] Page 1
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Company : BARLOW ENGINEERING Nov 10,2014 `
Designer : PKY 1:51 PM
Job Number : 140755 PORTAL FRAME AT BREAKFAST NOOK BUMPOUT Checked By:
Envelope Mer�ber Section Forces fContinued)
Member Sec Axial k LC Shear k LC Moment k-ft LC
23 2 max -.427 1 .006 2 0 1
24 min � -.447 2 A06 1 0 2
25 3 max .081 2 0 2 0 1
26 � min -.077 1 0 3 0 2
27 4 max .444 2 .005 2 0 1
28 min .A�18 1 .005 1 (? 2
29 5 max .738 2 -.006 1 0 1
30 min .70� 1 -.006 2 � 0 1
31 M4 1 max .867 1 -.005 2 0 1
32 min .$36 2 -.OQS 9 0 1
33 2 max .521 1 .005 1 0 2
34 min .5�1 2 .005 2 0 9
35 3 max -.104 2 .001 1 0 2
36 min -.112 1 0 2 0 ` 1
37 4 max -.519 2 .006 1 -.002 2
38 • min -.54� 1 .006 2 -.002 1
39 5 max -.839 2 -.007 2 0 1
4Q min -.873 1 -.008 1 a 1
41 M5 1 max -.311 2 0 2 0 1
42 mi -.314 1 0 9 a 1
43 2 max -.213 1 .002 1 .003 1
44 min -.221 2 .002 2 .�03 2
45 3 max 357 1 .001 1 0 2
46 min .316 2 A01 2 0 1
47 4 max .726 1 -.003 2 -.004 2
48 min .659 2 -.003 9 -.004 1
49 5 max .844 1 0 2 0 1
b4 min ,764 2 -.001 1 0 1
51 M6 1 max -.265 1 .319 1 0 1
52 min -.277 2 .317 2 0 2
53 2 max -.004 2 -.182 1 -.734 2
54 min -.006 1 -.196 2 -.736 1
55 3 max -.004 2 -.216 2 -.039 2
56 min� -.006 1 -216 1 -.D64 1
57 4 max -.004 2 -.237 2 .725 2
58 min -.006 1 -25 9 .724 1
59 5 max .328 1 .311 2 0 1
60 min .315 2 .809 1 0 2
Enveloae Member Section Deflections
Member Sec x m LC in LC U Ratio LC
1 M1 1 max .072 1 0 2 NC 2
2 min ,072 2 0 1 NC 'I
3 2 max .072 1 -.017 2 9617 879 2
4 min .(172 2 -.017 1 9458.027 1
5 3 max .072 1 -.001 2 NC 2
6 miri .072 2 -.002 1 NC 1
7 4 max .071 2 .015 2 NC 2
8 min .077 1 .015 1 �1C 1
9 5 max .071 2 0 2 NC 2
10 min .071 1 -.0�1 1 NC 1
11 M2 1 max 0 1 .072 1 1371.005 1
12 min 0 2 .072 2 1371.644 2
13 2 max 0 1 .054 1 1824.027 1
14 min 0 2 .054 2 1826.376 2
15 3 max 0 1 .036 1 2756.96 1
RISA-2D Version 11.0.0 [P:�2014\140755\Portal frame\pf BUMPOUT.R2D] P�ge 2
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� Company : BARLOW ENGINEERING Nov 10,2014
Designer : PKY 1:51 PM
Job Number : 140755 PORTAL FRAME AT BREAKFAST NOOK BUMPOUT Checked By.
EnveloQe Member Section Deflections (Continued)
Member Sec x in LC in LC U Ratio LC
16 min 0 2 .036 2 2?66:286 2
17 4 max 0 1 .018 1 5618.182 1
18 rnin 0 2 .fl'#8 2 56�49.717 2
19 5 max 0 1 0 1 NC 1
20 , min 0. 1 . 0 1 NC 1
21 M3 1 max .014 1 .072 1 1376.557 1
22� min .094 2 .072 2 1377.19'[ 2
23 2 max .015 1 .054 1 1824.69 1
24 � min .014 2 .054 2 ;1827.215 �
25 3 max .015 1 .036 1 2763.368 1
26 min .{�15 2 .036 2 2772.306 2'
27 4 max .015 1 .018 1 5662.17 1
28 min .014 2 .017 2 5697.308 2
29 5 max .014 1 0 2 NC 2
30 ` min .Q�4 2 U 1 !VC 1
31 M4 1 max -.013 1 .071 2 1392.718 2
32 ° min -.013 2 ,�79 1 1393,021 1
33 2 max -.014 1 .053 2 1856.521 2
34 - -min -.014 2 .053 � 1. 1858.67 ' 1
35 3 max -.014 1 .035 2 2832.744 2
36 min -.014 2 .03� . 1 2849.419 1
37 4 max -.014 1 .017 2 5876.871 2
38 �min . -.014 2 - .fl17 1 59 3.216 1
39 5 max -.013 1 0 1 NC 1
40.. min -.013 2 4 2 NC 2
41 M5 1 max .001 1 .071 2 1391.98 2
�2 min 0 2 .079 1 1392.293 1
43 2 max .001 1 .053 2 1854.599 2
44 min ' .�01 2 .053 1 1856.562 1
45 3 max .001 1 .035 2 2823.541 2
46 min .D01 2 . .035 1 283'1.554 1
47 4 max 0 1 .017 2 5816.215 2
48 min 0 2 .017 1 5848.502 1 .�
49 5 max 0 1 0 1 NC 1
50 � min 0 1 4 1 NC 1
51 M6 1 max 0 1 0 1 NC 1
52 min 0. 1 . . 0 . 1. NC ' 1
53 2 max 0 2 -.017 2 9723.846 2
54 min 0 9 -.497 1 9490.826 1
55 3 max 0 1 -.002 2 NC 2
56 mirt 0 -003 3VC 1
57 4 max 0 1 .015 2 NC 2
58 inin 0 2 .01� '1 �JC � 'I
59 5 max 0 1 0 1 NC 1
60 min 0- 9 0 1 NC '�1
Envelope Wood Code Checks
Member Sha e Code Check Loc ft LC Shear.. Loc ft LC Fc'...FY...Fb'... Fv'ksi E n
1 M 1 3-2X 10 .148 11.672 1 .156 11.672 1 .1 s�.7921.5.. ,2�g 3.9..
2 . M2 . � . 2-2X6. - .fl82 1.039 � .t�02 1.031: 1 .22 :s3 2.0.. .216 3.6..
3 M3 2-2X6 .202 8.25 2 .003 0 2 222.93620.. ,2�g 3.6..
4 M4 2-2X6 � .23$ 1.tl3'1 1 .fl03 7.2'19 . 1 .222.93 2.0.. .2�6 3.6..
5 M5 2-2X6 .231 8.25 1 .001 6.187 1 •222.9362.0. .2�g 3.6..
6 M6 3-23C10 .138 1�.6�2 9 .154 1'1.672 1 .1s .79 1.5., .216 3,9„
RISA-2D Version 11.0.0 [P:�2014\140755\Portal framelpf BUMPOUT.R2D] Page 3
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Company : BARLOW ENGINEERING Nov 10,2014 �
Designer : PKY 1:51 PM
Job Number : 140755 PORTAL FRAME AT BREAKFAST NOOK BUMPOUT Checked By:
EnveloQe Joint Reactions
Joint X k LC Y k LC Moment k-ft LC
1 N7 max -.313 1 -.199 1 0 1
2 'min -.332 2 -.295 2 0 �
3 N8 max -.388 2 .681 1 0 1
4 ° min -.4�7 1 .585 2 � 4 � '1
5 Totals: max -.72 1 .482 1
6 min -:72 2 .289 2.
RISA-2D Version 11.0.0 [P:�2014\140755\Portal frame\pf BUMPOUT.R2D] P9ge 4
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CONNECilONS•
PLANNO PB556701
JOB NO_140T55
LOCAiION BREAKFASTNOOKBUMPOIIT �
SPAN 73-Y
PLATE 7/16'SHEATHING ON BOTH SIDES
CEILING W61 BANO(3j 2X70 SPF#2
END SNOS(2)9(B SPF 112
INNERSTUDS(2)9(65PF#2
5 A I GTbFRAMES DGE
M/XIMUMSHFARFORCEALONGPANELEDGE 780pR(756dICsl5583ft)
180 ptl = 9D pH/SIDE '
2 SIDES
CHECK7/165HEATNMGCAPACT'PERSDPWS 336pH(BdCOMMONNNLS(dJCOC) OJC
SHEATH BOiN EXTERIOR ANO INTERIOR SIOE OF PORTAL FRAME WITX 7//6'OSB SXEA7XING WlBtl COMMON NAILS�d 6'O C PANEL EDGE(BLACKED)
IISEBECOMMONNNLSAT61nOL PANEL��n
S
MA%IMUMSHEARFORCEALONGHE40ER 780p11(7504ms/5583ft)
CHECK7H8'SHEATHINGSHEARCAPACRVPERAPA 3168pM(7851bs/In%i6z1PIMt) OJ(
CHECK#Btl CAMMON NAILS RE4l11RED FOR SHEATHING CANNECTION
BE COMMON NAILS Z= 1791bs
#OFBdCOMMONNAILSSPERF00T= V - 180pH=
Z 7791Es(NAIL
#OF BE COMMON NAILS PER F00T= 2 NAILS/F00T f
OVERALLBtlCOMMONNAIL55PACMG= 8 'OC (12I2NAILSlF00T)
ROVJSOFNAIL= 2 ROW(5)
8tl COMMON NAILS SPACING WITHIN EACH ROW= 1Y •0 C
IlSE ONLY7HCEXTERIORSHEATHINGCONNECTIONWITN7ROW(5)OFBtlCOMNONNNLSATI3'OG
OR CONNECTION TO WITHSTAlID A SNFAR FORCE OF 180 pM
SNEA INGTOFLOO IMBANDCONNECTON
MN(IMUMSHEARFORCEALONGRIMBAND 180pM(15MIWI5583fl)
CHECK7/iCSHEATHINGSHEARCAPACRYPERAPA 31fi8pH(i851bs/Inx78%1YIM%) OK
CHECK#BE CAMMON NA14S RE�I11Rm FOR SHEA7HING CONNECTON
BdCOMMONNAILS 2= 7191bs
#OFBtlCOMMONNAILSSPERF00T= V - i800n=
2 7791bs/NAIL
a OF Bd COMMON NAILS PER FOOT= 2 NHILS!FOOT
OVERALlBtlCOMMONNALLSSPACMG= 8 'OC (72/2WVL5lFOOn
ROWSOFNAIL= 2 ROW(5)
Btl COMMON NFILS SPACING WITHIN EACH ROW= 72 'O C
USE ONLYi11TEXiEtLORSHEATHINGCONNECT10NWiTN2ROW(5)OFBdCOMNONNAILSATI2'OC
OR CONNEGTION TO WITHSTAlID A SXEAR FORCE OF 7HD pM
TENSIONLOAD 31Ams NumEaatSWdt 7 sWds
CHECKSTRAP SIMPSONCSi6COILE05TRAP 2= '170510.s
NUMBER OF STRAPS = 7 shaps
CHECKHOLDONM (7)SIMPSONCSi6C01LE05TRAP Z= 17051bs 37416s
OK
CNECKFFSTENERS FASTENERS PERTABLE 72 10GNAILS
FA57QJERS REOUIRED 5 70tl NAILS
lISE (1)SIMP90N C576 COILED STRAP W/(5)70d NALLS(TOTAL(�EACX SiRAP)
OR LONNEC710N TO WITHSTANO 374 LBS TENSION.
150
�
J
O OA0.0 RAM OOR AN NSIO
TENSIONLOAD 5271bs NumberolSNds 7 SNtls
CHECK STRM' SIMPSON C576 COILEO STRAP Z= 770.5 ms ,
NUMBEROFSTRAPS = 7 straps
CHECKHOLDOWN (1�SIMPSONC576C06EDSTRM Z= 770.5ms ST7ms
OK
CHECKFASTENERS FASTENERSPERTABLE 22 10ENAILS
FASTENERSRE�UIRED 7 70dNAILS
USE (1)SIMPSON CS16 COILED S7RAP W/m t0A NA65(TOTAL�EACH STRAP)
C01U1ECTION TO WITNSTANO 527 LB9 TENSION(iYP OF 6 LOCATIONS)
INBOARUFRAMESTO EAOER N50
TENSIONLOA� 7501bs Numbe�olSNtls 2 eNds
CHECK STRAP SIMPSON C516 COILED STRAP Z= 77051Es
NfIMBEROFSTRAPS = ist2�
CHECKHOLDOWN (i)SIMPSONG576COILEUSTRAP Z= 17051bs > 7501bs
OK
CHECKFASTENFR3 FASTENERSPFRTABLE Tl 10CNAILS
FA5fENER5RE0UIRED 7D 10dNAILS
USE(7)SQdP50N C576 COILED STRAP WI(70)70E WULS(TOTAL(�EACH STRAP)
OR CONNECTION TO WfiMSTANO]50 LBS TENSION
INBO PD MES O OORBANO NSION .
TENSIONLOAD 8731Es NumberNSNtls 2 sWtls
CHECKSTRFP SIMPSONLSi6C01LED5iRAP 2= 71(ISlbs
� NUMBEROFSTRAPS = 15TRAP _
CHECK HOLDOWN (1)5161PSON C576 COILEO STRAP Z= 17051hv B73 @s
OK
CHECKFPSTENERS FASTIIJERS PERTABLE YL 10tlNAILS
FASIIIJERS REOUIREO 72 1 W NAILS
IISE �1)SIMPSON C516 COILEO STRAP W!(11)fOd NAILS�TOTAL @ EACM STFlAP)
' ORCONNEC710NTOWITHSTAND873LBSTENSION
7ENSIONLOAD P951bs
COlWECTION OESIGN BY FOIINDMON ENGRlEER
LONNECTION RI N7THSTANO 95 LHS TENSIOlL
O C P D 0
LATERAILOPD 7202s
CHECK PLATE SIMPSON LTP4 Z= 575 ICs
SIMPSONIiPd =0 7201�s I 95 msIPLATE= 725 STRAP
USE 2 SIMPSONLiPdALONGBI1MPOlITENOWALLp1
OR CONNECiION TO WITHS7AND 57 pM HORIZONTAL NEACTION
SILL OFOIIND ON LAlEftAl
CONNECTION TO BE DESIGN BV FOUNDATION ENGINEER
OR LONNECTION TO WIiXSTAlID 57 ptl HORRONTAL RFACTION
151
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PORTAL FRAME CONNECTION SUMMARY
SHEATI@!G TO FRqMES(EDG� SIffATH BOfN E%TEHIORANO IMERIOR SIDE OF PORTAL FRAMEN7iH 7116'0.5B SXEATNING W/BE COMN�N NA�S�F O C PANEL EDGE(BLOCI�D)
USEBACOMMONNAILSAT61nOC PANELFIELD
SHEpT14NG TO fffAOEPITOP PLATE CONNECTION. IISE OlLLY 711�E%TFAIOR SI�ATT(ING COIMEETION N7fX 4 ROW�S)OF Bd LOMMON WllIS AT�7'O C
OR COIUlECTON TO NA7NSTAlID A SF�AR FORCE OF iB0 pM
SF�AT!@7G TO ROOR RIMBAlN CONNEGTION USE 0lLLV 717fi'EXTERIOR SFIEATFIING CONNEGiION WRN 3 ROW(5)OF Btl COMMON NAILS AT 12^O C
OR CONI�CTION TO WRXSTAtlO A Sf�AH FORCE Of 180 pM
OUfB0AR0 FRAMES TO I�AOER(TENSION) USE (7)SIMPSON L516 COILEp STRAP W/�v7 70tl WULS(TOTAL Q EACH SiiIAP)
OR CONNECTION TO WITHSTAND 774 LBS TENSION
OUfBOAFO FRAMES TO FLOOR 8A1N(TENSIOt� IISE (7)SIMPSON CS16 COILEO STRAP W/(n 10E NAILS(TOTAL�EACX STRAPJ
COIUlECTION TO WITXSTAlID S!7 LBS TQLSION�IYP OF 6 LOCATIONS)
INBOARU FRAMES TO HFA�ER(TENSION) USE (i)SIMPSON C516 LOILED STRAP W/(70)tOtl NAILS(TOTAL @ EACH STRAP)
OR CONNEL710N TO WRXSTA'ID 750 L65 TENSION.
INBOAROFAA61E5TOFLOORBNID(iEN5101� IISE (1)SIMPSONCS76COILEUSiRAPWI(12)tOdNA6A�TOTAL(�EACX57RM)
OR CONNECiION TO WITHSTAND W3185 TEN510lL
FLOOR HIM BAND TO f-0IINDATION(fEN510l� CONNECTION OESIGN BY FOIINDAITON ENGINEFR
COfUlECT10NT0 WIiXSTAlID195LBSTQLSI011
USS BOTTOM CHORO TO TOP PLATETO NEADER/FLOOR RIM BANO TO SILL PLqTE(LqTERAL) USE I SIMPSON L7Pd ALONG BUMPOUf ENOWALL qt
OR CONNECTION TO N7TXSTANO 53 pH XORRONiAL REACTION
SILLPLATETOFOIIIRIATION(LATERAL) COIUtECTIONTOBEDESIGNBYFWIdlATIONENGIHEER
OR COlUIECTION TON7THSTMID 53 pH HORROMAL RFACTION
TRUSi 807TOM CHORD �
TOP PIATE / HEADER �
a�+EAR COf4PiEC i ION
SMEATi-qNG T❑ \
HEADER CONiV'C7[ON ^\ 78IISS BOTIOM:ktORL
{37 2%10 NE%-DER
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SHEATH1PdG TU �� ��
P1D04 RiM B�AR4 �
COrnazC�tor� � o jo
FLDOR B�+Np i� I
SIIL VI�A7C
CONNECTION
OVT6�ARD i'P.P,MG a_�+ ,_q• _3•
i6 FW"�fDATI�N � �Y,_y,
HOLL�WNS, TYP
CTOTAL pF' 47
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PROFESSIONAL BUILDING SYSTEMS �`
Section 5
AI.TERNATE CONNECTIONS
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BUMP OUT ALTERNATE CONNECTIONS
PROJECTNUMBER 0481nec2014
PER ESR-1539 fJUNE 20141
TABLE 18
ALLOWABLE SHEAR VALUE PLF
7/16"O S.B.Sheatlung w/16 GA.Sta les 2"O C 453
7/16"O S.B.Sheathm w/15 GA Sta les 2"O.C. 562
7/16"O.S B.Sheattung w/14 GA.Sta les 2"0.C 654
•Staple must have a 7-16-mch m�wmum aown w�dth and must be mstalled w�th the�r crown parallel to tk�e long direcuon of tLe frammg member
"Frammg ad�ommg panel edge roust be 3-mch nom�ual or ander
•�'� Shear value assumed fasteners attached along the total length of the fiammg member specified
Reauired Sidewall Stud Tie Down
S1'UD SPACING 16 inch
1.lst Floor Stud to Top Plate
Load= 300 ibs
UNIFORM LOAD 225 plf
7H6"O.S.B.Sheathmg w/16 GA.Staples @ 2"O.C.
2.1"Floor Stud to Floar Band
Load= 219 Ibs
UNIFORM LOAD 165 plf
7H6"O.S.B.Sheathmg wl 16 GA.Staples @ 2"0.C.
STAPLES PROPERTIES:
SPECIES GROUP III
LOAD DURATION FACTOR CD 1 6 (WIND DESIGN)
SPECIFIC GRAVITY 0 42
STAPLES MIN CROWN WIRE DIA MINIMUMN PENETRATION LATERAL CAPACITY WITHDRAWN CAPACITY
INCH INCH INCH LBS LBS/IN PENETRATION
16 GAGE 7/16 0 063 1 67 20
15 GAGE 7/16 0 072 1 72 23
14 GAGE 7/16 0 08 1 76 25
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GARAGE ALTERNATE CONNECTIONS
PROJECTNUMBER 0461nec2014
PER ESR-1539(JUNE 2014)
TABLE18
ALLOWABLE SHEAR VALUE PLF
7/16"O.S B Sheathmg w/16 GA Sta les 2"O.C. 453
7/16"O S B.Sheathm w/15 GA.Sta les 2"O C. 562
7/16"O.S.B Sheattung w/14 GA Sta les 2"O.C 654
°Staple must have a 7-16-mch mm�mwn crown w�dth and must be mstalled with theu crown parallel to the long d�rechon of the frammg roember
"Frammg ad�ommg panel edge must be 3-mch noaunal or wider
*** Shear value assumed fasteners attached along the total length of the frammg member specified.
Reauired Sidewall Stud Tie Down
STUD SPACING 16 mch
1.lst Floor Stud to Too Plate
Load= 493 Ibs
UNIFORM LOAD 370 plf
7/16"0 S.B Sheathmg wl 16 GA Staples @ 2"O.C.
2.ls`Floor Stud to Floor Band
Load= 412 Ibs
UNIFORM LOAD 309 plf
7116"O.S.B.Sheathmg wl 16 GA.Staples @ 2"O.C.
STAPLES PROPERTIES•
SPECIES GROUP III
LOAD DURATION FACTOR CD 1 6 (WIND DESIGN)
SPECIFIC GRAVITY 0 42
STAPLES MIN CROWN WIRE DIA MINIMUMN PENETRATION LATERAL CAPACITY WITHDRAWN CAPACITY
INCH INCH INCH LBS LBS 11N PENETRATION
16 GAGE 7l16 0 063 1 67 20
15 GAGE 7/16 0 072 1 72 23
14 GAGE 7116 0 OB 1 76 25
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MAIN HOUSE ALTERPdATE CONNECTIONS
PROJECT NUMBER 0481nec2014
PER ESR-1539(JUNE 20141
TABLE 78
ALLOWABLE SHEAR VALUE PLF
7/16"O.S B Sheatlring w/16 GA Sta les 2"O.C. 453
7l16"O.S.B Sheathmg w/15 GA Sta les 2"O C. 562
7/16"O S B.Sheathiag w/14 GA.Stap]es 2"O.C. 654
'Staple must have a 7-16-mch mm�mum crown width and must be mstalled vnth thea crow¢parallel to the long d�rechon of the frammg member.
••Frammg adjommg panel edge must be 3-mch nommal or wider
*** Sheaz value assumed fasteners attached along the total length of the framing member specified.
Required Sidewall Stud Tie Down
STUD SPACING 16 mch
1.2"d Floor Stud to Too Plate
Load= 513 Ibs
UNIFORM LOAD 385 plf
7N6"O.S.B.Sheathing w/16 GA.Staples @ 2"0.C.
• 2 2"a Floor Stud to Floor Band—2"d Floor Band to la`Floor Ceilina Band
Load= 437 Ibs
UNIFORM LOAD 328 plf
7116"O.S.B.Sheathmg w/16 GA.Staples @ 2"O.C.
3.ls`Floor Stud to Ceilina Band
Load= 382 Ibs
UNIFORM LOAD 287 plf
7/16"O.S.B.Sheathmg w/'16 GA.SWples @ 2"O.C.
4.1�`Floor Stud to Floor Band
Load= 296 Ibs
UNIFORM LOAD 222 plf
7M 6"O.S.B.Sheathing wl 16 GA.Staples @ 2"O.C.
5.Second Floor Horizontal Floor Diaohra2m Continuitv
Module to Module(Along Mate Lme)
Load= 5310 Ibs
3I8"LAG SCREWS= 288 Ibs
NUMBER OF SCREWS REQUIRED 19 SCREWS
Use(19)3/8"lag screws to attach module to module along mate line.
(Minimum 1"penetrafion in last band)
6.First Floor Horizontal Floor Diaohrasm Continuitv
Module to Module(Along Mate Lme)
Load= 53101bs
3!8"LAG SCREWS= 288 Ibs
NUMBER OF SCREWS REQUIRED 19 SCREWS
Use(19)3/8"lag screws to attach module to module along mate line.
(Minimum 1"penetration in last band)
STAPLES PROPERTIES:
SPECIES GROUP III
LOAD DURATION FACTOR CD 1 6 (WIND DESIGN)
SPECIFIC GRAVITY 0 42
STAPLES MIN CROWN WIRE DIA MINIMUMN PENETRATION LATERAL CAPACITY WITHDRAWN CAPACITY
INCH INCH INCH LBS LBS/IN PENETRATION
16 GAGE 7/16 0 063 1 67 20
15 GAGE 7/16 0 072 1 72 23
14 GAGE 7/16 0 08 1 76 25
, . .
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���STATE OF : NEW YORK PROFESSIONAL �
� � �
THIS FACTORY-MANUFACTURED HOME(FMI�PLAN HAS BEEN DERIVED FROM A SYSTEM SET � Q z LL N
C O D E S. OF FMH PLANS APPROVED BY D.0 S,MANUFACTURER'S APPROVAL N0.M013-02-052 � N o
EXPIItATION DATE 1/2M2015,WIIICH HAS NOT BEEN MODIFIED IN ANY WAY
20"10 RESIDENTI,A.L CODE OF NEW YORK STATE �UILDING �
P 72 EAST MARKET STREET J
2Q08 NATIONAL ELECTRICAL CODE
ENERGY CONSERVATION CONSTRUCTION CODE OF NYS - 2010 EDITION B S MIDDLEBURG9PA 17842 � o � � o
PHONE (570) 837-1424 Q � o �
YSTEMS, INC. � � N �
PLANT#1/PLANT#2 FAX (570) 837-6133 � � � o
. T T ~ ~ � � �
DRAWING INDEX SITEADDRESS: WO S ORY MOI�EL . � J j � J �
225 WINDWARD ROAD , o � � � �
U C� �
PAGE DESCRIPTION ORIENT POINT,NY 11957 , . � o
1 COVER SHEET SITE ELEVATION: ON-5 6701 � o � Z
2.1-2 4 E L E V A T I O N S 1 7 F`T.A B O V E S E A L E V E L w '"� N
3 1 FIRST STCRY FLOOR PLAN 2.1 PSF FOR EVERY 100'ABOVE 1,000 FT. P E SEAL � z =
TO THE BEST OF MY KNOWLEQGE, BELIEF, AND PROFESSIONAL ��' '���' �. � ,�, o �
3 2 SECOND STORY FLOOR PLAN 20 SNOW LOAD PER MAP JUDGEMENT, THESE PLANS (A��1D SPECIFACATIONS) ARE IN •4�'� `�� H m � w � � �
3 3 FIRST FLOOR BRACED WALL PLAN 20 ADJUST'ED SNOW LOAD W w o � o c �
COMPLIANCE WITH THE E C C.0 N.Y S., 2010 EDITION COMPLIANCE IS �
3 4 S E C O N D F L O O R B R A C E D W A L L P L A N DETERIMINEQ BY THE USE OF RESCHECK, COMPUTER SOF IWARE �'� � m � ` � N � �
41 FIRST STORY ELECTRICAL PLAN DEVELOPED BY DOE, AND CONFORMANCE TO THE GENERAL PROVISIONS ,� � �
4 2 SECOND STORY ELECTRICAL PLAf�I OF CHAPTER 5, SECTIONS 502, 503, 504, 505 INDIVIDUAL (DISCRETE)
5 FOUNDATION PLAN MODEL PLANS DERIVEU FROM THE SYSTEM ;4f�1D SUBMITTED TO THE �, • "��'� 4
BUILDING INFORMATION: LOCAL CODE EN�GRCEMENT OFFICIAL IN THE CGNNECTION WITH BUILDING +�' � 4�� �
61 CROSS SECTION (TWO-STORY) CONSTRUCTION TYPE: VB c- r ` �'Q �J 7'S� � � ; � �M
5 2 CROSS SECTION (CaPE) PERMIT APPLICATION �FIALL BE ACCOMPLISHED BY ,� RESCHECK REPORT. q�Q ��p � N ^ ��
USE GROUP. SINGLE FAMILY DWELLING � � _,��
6 3 CROSS SECTION (SHEAR) w z ;„
6.4 CROSS SECTION (SHEAR) 11/13/14 ��� � �'
7 1 RAFTER DETAIL DESIGN CRITERIA: - N ¢N��'
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cn o m �n
¢m W w�'
7 2 RAFTER DETAIL LABEL LOCATIOIJS w o o x
DATA PLATE PER D'AlELLI�dG ?S INDiCATED ON PLANS W �a� ��
?3 RAFTER DETAI� N�IND SPEED. 120 MPH THIRD PARTY EACH ti1uDULE AS I�dDICATED ON FLANS PFS S?ANiP � w
8.1 CONNECTION (RAFTER) N I I N D E X P O S U R E• C STATE LABELS EACH UNIT�AS IVDIC,4TED ON PLANS i— o
s 2 CONNECTION (SHEAR) SNOW LOAD. 2 0 P S F C/� z
SEISMIC CATEGORY: C THESE �RAWINGS ARE PROPERTY 01= PP,OFESSIONAL BUILDING SYSTENI5, INC AND SHALL W Z Z
8 3 CONNECTION (SHEAR) NOT BE REPRODUCEC AND UR COPIED WITHOUT AUTHORIZATION �- � c, �
s 4 CONNECTION (SHEAR) FLOOR LOAD (SLEEPING AREAS): 30 PSF � �, Z �
FLOOR LOAD ALL OTHER AREAS: 40 PSF o � ��
9 DOOR AND WINDOW SCHEDULES FLOOR DEAD LOAD. 10 PSF PBS 4VILL BE CONSIGERED AS A SUB-CONTRACTOR IN ALL BUILDING PROJECTS, � � m ��
RESCHECK RAFTER LIVE LOAD. 20 PSF SUPPLYING A BUILDIIdG CUMPONENT TO A GENERAL CONTRACTOR OR BUILDER ALL =
RAFTER CALCS P,AFTER DEAD LOAD 10 PSF NOTES WITH REFE�ENCE TO "II�I-FIELL�", "ON-SITE" OR "BY BUILDER" ARE PERTAINING � ��
TO THE RESPONSIBILITIES OF THE GENERAL CONTRACTOR (� a m
WIND CALCS CEILING LIVE LOAD. 20 PSF
CEILING DEAD LOAD: 10 PSF THE DRAWI�IGS IN THIS SUBSET SHOULD NOT BE SCALED FOR DIMENSIONAL REFERENCE
ALL DIMENSION LINE� AND NOTES SUPERCEDE ANY SUCH REFERENCE
DISCRETE P�ODELS (PLAi�S HAVI�G THE SAME SPECIFIC ROOM ARRANGEMENT OR
BUILDINGS IN HIGH WIND �1REAS THAT ARE ARCHITECTURAL STYLE) SHALL EE PnEPARED FROPA iHESE DRAWINGS WITHOUT
N10DIFICATION, ADDITIO�V OR DELETION IN ANY MANNER � � Q
SUSCEP'TIBLE TO WIND BORNE DEBRIS SHALL � o' o
COMPLY WITH SECTION R301.2 1 ON-SITE BY 1. IT IS MANDATORY F�JR THF BUILDER TO COMPLETE THIS HOME IN COMPLI�NCE STATE STAMP � � �
BUILDER WITH THE INTERNATIONAL-BUILDING CODE REQUIREMENTS ADDITIONAL SITE YJORK ¢ ¢
MAY BE
a FLOOR INSULATION - CRAWL SPACE
b FOUNDATION WALLINSULATION - BASEMENT }
c PERIMETER INSULATION - SLABS
m
d INSULATION - PIPING EXPOSEC TO UNCONDITIONAL SPACES THE ABOVE ti1UST BE � a o
ACCOMPLISHED WITHIN ST�1TE CODE RFQUIREMENTS � � �
e PROFOSED 2ND FLR IF MADE h4BI�ABLE o
2 BUILDER RESPONSIBLE TO FILE TH� RE��UIRED CERTIFICATION FORMS WITH THE
LOCAL ELECTRIC UTILITY PRIOR TO OBIAI�IING PERMANENT ELECTRIC SERVICE
3 PBSI TO USE INTERNATION,4L ENERGY COMPLIANCE CODE SEE SUBMISSION SET
FOR EXAMPLE EACH WDIVIDUAL ti10DCL TO REQUIRE A RESCHECK TO MEET THE �- �
I R C REQUIREMENTS
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DONE OP�—SITE BY OTHER
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PORCH OVERHANG, SLAB, POSTS 4ND RAILING
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REQ'D 3 07 SUPPLIED 4 16 � N
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REQ'D��? SUPPLIED 3 6 (5 PCS)
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FOUNDATION DRAWINGS ARE TO BE USED AS Q ��
A GUIDE ONLY. PROFESSIONAL BUILDING SYSTEMS WILL NOT ACCEPT ANY OGARAGEFIRSTFLOORCORNERHOLD-DOWNTOFOUNDATION OBUILDERINSTALLE�HOLDDOWNTOFLOORBAND OBUILDERINSTALLEDHOLDDOWNTOFLOORBAND p o\
WALL CONNECTION TO WITHSTAND AN UPLIFT FORCE /STUDS>2,486 LBS[CONN DESIGNED BY OTHERS] /STUDS>295 LBS [CONN DESIGNED BY OTHERS]
LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. OF5767LBS,FASTENHOLD-DOWNTOMIN(4)STUDS••
NOTES. 1. FOR ADDITONAL INFORMATION SEE FOUNDATION TYPICAL PAGE #13 OF THIS SET 6. MAX ANCHOR BOLT SPACING 6'-0" O.C.
2 PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 3" O.C. (4'-0" 0 C. MAX IN AREAS WHERE WIND VELOCITY IS @ OR EXCEEDS 100 MPH)
3. PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE 7. WINDOWS OR VENTS (INSTALLED BY BLDR) ARE REQ'D. TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION ;
4. CONCRETE COMPRESSIVE STRENGTH: 3000 PSI AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE. a
5. M OR S TYPE MORTAR TO BE USED 8 NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION
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ATTACH SHEATHING W/16 GA.STAPLES SE(3)10d(.131 DJ)NAILS END NAILED (MAXIMUM 1'-0"FROM CORNERS) DETAIL B-1 m ~ " 3 0
@ 2"O.C.(OR EQUAL CONNECTION OF 493 LBS)� PLATE TO STUD
STUDTOTOPPLATEUPLIFTCONNECTION (FIRST LEVEL ENDWALL CONNECTIONS)
DETAIL A FASTEN SHEATHING TO RIMBAND W/
(1)ROW OF 8d(.131fD)NAILS @ 4"O.C. � � �
(TRUSS CONNECTIONS) � � ��M
GARAGE DETAILS ENDWALL-FASTEN TRUSS BOTTOM CHORD TO TOP I— N '�`D
PLATE W/10d(0.148fd)NAILS @ 16"O.C. � � w � � �
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TRUSS W/(4)10d(.131fr7)NAILS � z LL J �
UPLIFT CONNECTION TRUSS TO TOP PLATE I O
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USE 16d(.131 PJ)NAILS @ 9"O.C. ATTACH SHEATHING W/16 GA.STAPLES —USE(3)10d(.131 ft7)NAILS END NAILED USE 16d(.131 fd)NAILS @ 9"O.C. N a m 6
THROUGH BOTTOM PLATE @ 2"O.C.(OR EQUAL CONNECTION OF 300 LBS.) THROUGH BOTTOM PLATE
STUD TO TOP PLATE UPLIFT CONNECTION PLATE TO STUD
ATTACH SHEATHING W/16 GA STAPLES ATTACH SHEATHING W/16 GA.STAPLES
@ 2"O.C.(OR EQUAL CONNECTION OF 219 LBS.) DETAIL A @ 2"O.C.(OR EQUAL CONNECTION OF 219 LBS.)
UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND J J
(TRUSS CONNECTIONS) � � �
(31 SIMPSON RSP4 PLATE AT 72"O.C.
(OF2 EQUAL CONNECTION OF 864 LBS.) ENDWALL-FASTEN TRUSS BOTfOM CHORD TO TOP Q � �
BY BUILDER FLOOR BAND TO SILL PLA7E � � �
PLATE W/10d(0.148PJ)NAILS @ 16"O.C. � a a
10d NAIL TOENAILED @ 6"O.C.(ON SITE BY SET CREW) 10d NAIL TOENAILED @ 12"O.C. 4 ¢
(ON SITE BY SET CREW) I
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(3)ANCHOR BOLTS �J� ,�� OR(2)5/8"ANCHOR BOLTS
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OR(2)5/8"ANCHOR BOLTS � +�` (MAXIMUM 1'-0"FROM CORNERS)
(MAXIMUM 1�-0°FROM CORNERS) DETAIL B g � DETAIL B-2 � �-
(FIRST LEVEL SIDEWALL CONNECTIOfVS) �� . a� 4 (FIRST LEVEL ENDWALL CONNECTIONS) Q ^�
FASTEN SHEATHING TO RIMBAND W/ ��' , F A S T E N S H E A T H I N G T O R I M B A N D W/ � o�
(1)ROW OF 8d(.131ID)NAILS @ 3"O.C. *��� � r75�• ;�y (1)ROW OF Sd(1310J)NAILS @ 6"O.C.
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THIS FACTORY-MANUFACTURED HONIE(FMH)PLAN HAS BEEN DERIVED FROM A SYSTEM SET � Q z � N
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EXPIItATION DATE 1/24/2015,WHICH HAS NOT BEEN MODIFIED A'ANY WAY
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L.V L TOGETHER W!(3)t6d(.162H)NAILS @ 12"O.C.FASTEN HEADER TOGEINER W/(3)16d(1620)NAILS @ 12°O C. a �
HEADER TO TOP PLATE W/(3)SIMPSON LTP4 PLATES EQUALLY FASTEN HEADER TO TOP PLATE W/(2)SIMPSON LTP4 w w O fn O � �
PLATES EQUALLY SPACED FASTEN SHEATHING TO � _ � Z N o LC)
SPACED.FASTEN SHFATHING TO HEADER W/(2)ROWS SIMPSON CS16 STRAP W/(4)10d NAILS EACH END OF STRAP. HEADER W/(2)ROWS OF Bd COMMON NAILS @ 12"O C. SIMPSON CS16 STRAP W/(3)10d NAILS EACH END OF STRAP, m �- � � o
OF Bd COMMON NAILS Q 8"O C
SIMPSON CS16 STRAP W/(5)10d NAILS EACH END OF STRAP. � �
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BUILDER INSTALLED HOLD DOWN TO FLOOR BAND N J N o m w�
!STUDS>295 LBS [CONN DESIGNED BY OTHERS] Q W m�z
BUILDER INSTALLED HOLD DOWN TO FLOOR BAND SIMPSON CS16 STRAP W/4 tOd NAILS EACH END OF STR4P. W ~ o 0 o x
/STUDS>2,486 LBS.[CONN DESIGNED BY OTHERS] �� W ^����
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(3)2 x 10 SPF#2 CONTINUOUS FLOOR BAND FASTEN (3)2 x 10 SPF#2 CONTINUOUS FLOOR BAND FASTEN � � � � �
TOGETHER W/(3)16d(162H)NAILS @ 12"O C FASTEN TOGETHER W/(3)16d(.162H)NAILS @ 12'O.C.FASTEN � J cn z �
SHEATHING TO FLOOR BAND W/(2)ROWS OF 8d COMMON NAILS SHEATHING TO FLOOR BAND W/(2)ROWS OF 8d COMMON NAILS � LL � �
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PLATES EqUALLY SPACED FASTEN SILL PLATE TO FOUNDATION PLATES EQUALLY SPACED FASTEN SILL PLATE TO FOUNDATION �' O.. m U��
CONNECTION TO WITHSTAND 65 PLF HORIZONTAL REACTION CONNECTION TO WITHSTAND 53 PLF HORIZONTAL REACTION � ��
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Door and Window Schedule � �- �
ON-5 6701 THIS FACTORY-MANUFACTURED HOME(FMEI)PLAN HAS BEEN DERIVED FROM A SYSTEM SET � � z � N
OF FMH PLANS APPROVED BY D.O.S.,MANUFACTURER'S APPROVAL N0.M013-02-052 Q N a
EXPIRATION DATE 1/24J2015,WHICH HAS NOT BEEN MODIFIED IN ANY WAY
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EXTERIOR DOORS w � o N
DESCRIPTI O N R.O. S F T L I G H T V E N T i J D P S H G C � Q � o �
A Masonite 3068 Solid(Under 50% Glazing� 381/2"x821/2" 21.6 0 1 9.7 0.2 1 1 � � " �
R FWH6068ASR---An ersen 6'-0"Swmg Patio Door�S 1 Active) 72"x80" 40 219 161 0 33 50 0 24 2 �- `� � �
SP FWH2968---Andersen 3'-0"Swmg Door 381/2"x821/2" 216 10 96 19 7 0 27 1 � � ~ �' z �
W — Z �
C Masonite Fire Door 2/S 331/2"x811/2" 19 5 0 0 0 21 1 � Q � " � �
A Masomte 3068 Glass�Under 50% Glazmg� 381/2"x821/2" 216 515 19 7 0 27 0 3 1 � o z
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INTERIOR DOORS - o � Q
DESCRIPTION R.O. SO FT LIGHT VENT LJ DP SHGC � o � = N
I�26681 Interior Swin�Door 321/4"x82 3/4" 0 0 0 0 15 � w o �
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L 266 Interior Bi-�old Door 3214"x82 3 4" 0 0 0 0 4 a Z �
P 4068 Interior Bi- ass Door 4914"x8312" 0 0 0 0 1 � _ � � z � o °
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N Intenor Poc et Door 61"x8412" 0 0 0 0 1 �
K 2068 Interior Bi-Fold Door 2614"x82 3 4" 0 0 0 0 4
M 206 Interior Pocket Door __ 49"x841/2" 0 0 0 0 1
H 068 Interior Swing Door 261/4"x82 3/4" 0 0 0 0 1
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SP Andersen 400 Series Double Hun�2452 301/8"x64 7/8" 13.57 8.92 5.1 0.32 50 0.33 1 cv � �X�v�
4 Andersen 400 Series Double Hung�852 341/8"x64 7/8" 1514 10 48 5 88 0 3 50 0 32 12 � w m o z v
4 Andersen 400 Series Double Hung Twm 2852 681/4"x64 7/8" 30 75 20 96 1176 0 3 50 0 32 4 W �' "����
1 A n dersen 400 Series Double Hung Twm 24210 601/8"x36 7/8" 17 2 10 2 6 2 0 3 50 0 32 1 � �
1 Andersen 400 Series Double Hung 24210 301/8"x36 7/8" 7 58 4 46 2 58 0 3 50 0 32 1 ~ �
SP Andersen 400 Series AR551 65 3/8"x171/2" 7 94 5 2 2 5 0 3 35 0 33 2 w � � �
1 MW Bnck Mould Double Hung 24210 30 3/8"x37 5/8" 7 94 4 8 2 5 0 29 50 0 28 4 � � � �, �
� 4 MW Bnck Mould Double Hung Twm 2852 68 3/4"x65 5/8" 3134 23 116 0 29 50 0 28 1 a- � LL o W
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TOTAL OVERALL WINDOW AREA: 422.01 SQ. FT. � o a m y�
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FUIJNllATIO1V5:
� ' . � - . Foundatioos shall comply with New York State Residential Building Code Sxtion R403.
� � - a Foundation wails shall have 1-H8 rebar at Uie Wp of Mie wall aed at the bottom -
" of the footing. ' .
� • All footings shall rest on undisdu�od soil and shall be below the fr�ost 1'me of 36". -
' - - _ • Step footings shall not have a slope excoeding 1 unit in 10 units horizcrntal�(10%slope):_
• Miiumum compressive shength of concrete shall be 3;OOOpsi for-basement walls and 3�,SOOpsi,for.
_ - --- ga[age floor slabs. • "
' • Concx+ete s6a11 be air entrained if eaq�osed fo the weather.(include garage stab)
—��/ 1 � - +1'�-7^�7t+�yT1� • So�t►earing ca�acity calculated for ffiis design is 2,UOOpsf and is for SW,SP,SM,SC,GMf,GC - .
,—t—� =f `��� �d� • - soils if otha types of soit e�woountecrd a soil test shall 6e perfamied.
• , � ' , • Footings shall be 8'x 16"ar as aoted on plans. �
' - ' _- o Walls s6a1(tx die following ttde�ess for these heights:8R wall=8"thickness for G W,GP,S W,
� ' SP wiLs;SR wall=10"d�ic(mess for GM,GC,SM,ML soils.9ft.wall=10^thiclmess for GW,
- GP.SW,SP,GM,GC,SM,ML soils.
- - � - f- -- ' ; ° Concrete piees shail be the wall thicimess by 2 times the wall thidrness spaced max.14'-�"apart.� "
- . ; o Baclditl shali not be placed agai�t t9te wall till the wali tms sufftcient sh�eogth and has been
- . ' � • anchored to the floor above. -
� -- , � {A�all damp pcoo6ng shall a bituminous coating,3 pounds per square yard of acrylic modified
; � - cemeat 1/8"thick Where basement is to enclose habitable or usable space in high water table or
_ otf�er soil water condition it shall comply with R406.2 of the building code.
' ' • _ • Ventilarion for a basement or crawl space shali be 1 sf.for each i 50sf of floor erea.One such
� ___ _���:_ - ve�tiiation opening shal(be within tlu+ce feei of each coener of the building and as per R408.2 of -
� - the buitdiug code. -
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- _ �� �,�,���..y�� � ! * '� _ MODULAR HOIJSE FOIJNDATION DET'AILS ,
- .----- -- - - - - --� � {i��;��. �� s=�� � �
_M^ . _ ��,.�- � �f��� - STEPHEN ROSSE7�'I ��A�tCHITECT '
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-28 T�RTLE CO�E DRIVE
� - ��,��.����r�������' •,. SOIJT'HAMPTON, NY � - � _
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- • GENEI2AI.NOTES: - � - � -
. The Arcliitect will not-have control or oliarge of and will not be responsible
. - � � - for construction means,iriethods,-tecHnique`s,sequences-and programs in
� � - - � , connection with the work. ' -
! �, -' .` � 1. The�contractor shall give all notices and comply with all laws,
��'��.------.-------_�_._._,. . . . . - . .
, . - , , � � � � '_ � - - � ordinances,rules,�regulations and�lawful orders of any public
� r�� - - . � _ _ � ; - . - authority bearing on tlie performance of the work and shall promptly
� �------�Y_ _.___T__�--__... �
_ , , _, ��, � - . , ; , - _ notify the-Architect if the drawings and specifications are at var,iance
� - � - - , p;_,�,� therewith prior to construction.' - - �
. �-�2J -- - �� �-- - • �,(� 2. Owner and contractor shall�indemnify-,and�hold harmless the Architect
�-�`_____.._�.��._..... �= � -
f . - � -� � - _ : - • _ - and there agents and employees_from all claims,damages,losses and
_ . �_ - expenses including but not limited to attorney fees arising out of or
{ � y . - , - - , - resulting from the-perforr'riance-of the work provided that any such
(�---�-�~- � � - claim dama e,loss or ex ense 1 is'attritiutable'to bodil m u
,�/� g P � ) � Y � .1 rY�
_`�,�.� � � r ��;fi�/r��x�-� sic_kness,disease,or death or to injury to'or destruction of tangible
- 1'"--`-'--�L-�'-~----�� - . � • property(other than the worlc itselfl including the loss of use resulting
'�,�pc �v j���' C�C , - - � ' therefrom and�(2)is caused�in whole or impart by any negligent act
.�%___�j,..__._._.f _�_._.��__ _ _ ,
'' ' " , , or omission of the contractor or subcontractor;anyone directly or
�����-3-f�:��--� � _ -._= j,��, - � indirectly employed by ari�%�of them or indirectly employed by,any
- - - -- -r----�-�--- of them or ariyone for whose acts any of them may be unable,
� '�IS�"��f�_ � - ---- - regardless whether or not it is caused in part by a party indemnified
. ��.�-- - - - _ _ - -- ..__.. hereunder. : ' - �
` ? . `_ � � - . - _ - 3. All construction shall comply with codes and regulations of NYS
r�. , , . , _ ',�,- - _ -
. . Residentia12010 Building Code and shall-govern over all construction
�`- ti9 ���"�d�:'--���--`� . ' i ' � � - and installation. - �
:�,� (/'.:,y_� . , -- . 4. Architect is not engaged for supervision in any capacity and it shall be
, 'X�_�.�:_�__...-..�- � �,.-�p`_�-r:�_
� ' The owners or his agents responsibility to verify all dimensions prior
, � .,.�..�.������ � � � ���.�_ _ - to construction. . .
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, � `� �� ��"��'�� �� ��� � IVI�DUL-AR HOUSE_FOUNDATION DETAlLS
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, , _' - u �:` ."��::,,�!'9. ,D?, 1�^{ STEPHEN ROSSEI`TI -ARCHITECT
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� ��:���� 28 TURTLE�COVE�DRIVE
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